› PDF › Goal 4 Lab Strength.pdf Goal 4 – Long Life Pavement Rehabilitation Strategies ...Laboratory Strength, Shrinkage, and Thermal Expansion of Hydraulic Cement Concrete Mixes

DRAFT

Goal 4 Long Life Pavement Rehabilitation Strategies—Rigid:

Laboratory Strength, Shrinkage, and Thermal Expansion of

Hydraulic Cement Concrete Mixes

Report prepared for the California Department of Transportation (Caltrans)

By

Jieying Zhang, John Harvey, Abdikarim Ali, and Jeff Roesler

Pavement Research Center Institute of Transportation Studies

University of California Berkeley and University of California Davis

February 2004

TABLE OF CONTENTS

Table of Contents............................................................................................................................. i

List of Figures ................................................................................................................................. v

List of Tables ................................................................................................................................. ix

Executive Summary ....................................................................................................................... xi

1.0 Introduction......................................................................................................................... 1

1.1 Objectives Included in this Report...................................................................................... 3

1.2 Previous Studies and Reports Related to LLPRS-Rigid ..................................................... 4

1.3 Scope of this Report............................................................................................................ 6

2.0 Test Program....................................................................................................................... 9

2.1 Materials ............................................................................................................................. 9

2.1.1 Type I/II Portland Cement Mix................................................................................. 13

2.1.2 Type III-A Portland Cement Mix ............................................................................. 13

2.1.3 Type III-B Portland Cement Mix.............................................................................. 14

2.1.4 Calcium Sulfoaluminate (CSA-A, CSA-B) and Calcium Aluminate (CA) Mixes... 14

2.2 Design Variables............................................................................................................... 15

2.2.1 Cement Type and Admixtures .................................................................................. 15

2.2.2 Water/Cement Ratio.................................................................................................. 15

2.2.3 Curing Conditions..................................................................................................... 16

2.3 Concrete Specimen Preparation........................................................................................ 17

2.4 Mortar Bar Specimen Preparation .................................................................................... 19

2.5 Test Methods..................................................................................................................... 19

2.5.1 Flexural Strength Test............................................................................................... 19

2.5.2 Compressive Strength Test ....................................................................................... 20

i

2.5.3 Shrinkage Test .......................................................................................................... 20

2.5.4 Coefficient of Thermal Expansion Tests .................................................................. 22

3.0 Strength Test Results ........................................................................................................ 25

3.1 Cement Properties and Hydration Mechanisms................................................................ 26

3.1.1 Portland Cement........................................................................................................ 26

3.1.2 Calcium Sulfoaluminate Cement .............................................................................. 28

3.1.3 Calcium Aluminate Cement...................................................................................... 29

3.2 Compressive Strength ....................................................................................................... 30

3.3 Flexural Strength by Cement Type ................................................................................... 34

3.3.1 Type I/II Portland Cement + 15 Percent Fly Ash ..................................................... 34

3.3.2 Type III-A Portland Cement ..................................................................................... 36

3.3.3 Type III-B Portland Cement ..................................................................................... 38

3.3.4 Calcium Sulfoaluminate Cement A (CSA-A)........................................................... 40

3.3.5 Calcium Sulfoaluminate Cement B (CSA-B) ........................................................... 40

3.3.6 Calcium Aluminate Cement...................................................................................... 43

3.4 Flexural Strength by Curing Condition............................................................................. 45

3.5 Comparison of Flexural and Compressive Strength Results ............................................ 49

3.5.1 Variability of the Test Results .................................................................................. 49

3.5.2 Correlation between Tensile (Flexural) and Compressive Strength ......................... 52

3.6 Prediction of Modulus of Elasticity from Compressive Strength..................................... 60

3.7 Importance of Variables for Strength Development......................................................... 62

3.8 Conclusions....................................................................................................................... 66

4.0 Shrinkage Test Results...................................................................................................... 69

ii

4.1 Basic Principles of Shrinkage ........................................................................................... 70

4.2 Expansion at Three Days .................................................................................................. 72

4.3 Shrinkage by Cement Type............................................................................................... 77

4.3.1 Type I/II Portland Cement + 15 Percent Fly Ash ..................................................... 78

4.3.2 Type III-A Portland Cement ..................................................................................... 78

4.3.3 Type III-B Portland Cement ..................................................................................... 81

4.3.4 Calcium Sulfoaluminate Cement A (CSA-A)........................................................... 83

4.3.5 Calcium Sulfoaluminate Cement B (CSA-B) ........................................................... 83

4.3.6 Calcium Aluminate Cement (CA) ............................................................................ 86

4.4 Shrinkage by Curing Condition ........................................................................................ 88

4.4.1 Standard Curing Regime........................................................................................... 88

4.4.2 Dry Curing Regime................................................................................................... 91

4.4.3 Cold Curing Regime ................................................................................................. 92

4.5 Dry and Hot Curing Regime ............................................................................................. 94

4.6 Factor Analysis ................................................................................................................. 95

4.7 Conclusions..................................................................................................................... 100

5.0 Coefficient of Thermal Expansion Test Results ............................................................. 103

5.1 Experimental Results ...................................................................................................... 104

5.2 Conclusions and Comments............................................................................................ 108

6.0 Summary and Recommendations ................................................................................... 111

7.0 References....................................................................................................................... 113

Appendix A – Army Corps of Engineers Test CRD-C39-81 ..................................................... 117

Appendix B – Mix Design Data.................................................................................................. 121

iii

Appendix C – Test Data.............................................................................................................. 141

Appendix D – Caltrans Fast Setting Hydraulic Cement Specifications of 1998 ........................ 167

iv

v

LIST OF FIGURES

Figure 2.1. Grading analysis. ....................................................................................................... 12

Figure 2.2. Specimen casting. ...................................................................................................... 18

Figure 2.3. Specimen finishing. ................................................................................................... 18

Figure 2.4. Flexural test configuration......................................................................................... 20

Figure 2.5. Compressive strength test configuration. .................................................................. 21

Figure 2.6. Shrinkage test configuration...................................................................................... 21

Figure 3.1. Compressive strength of the target mixes at 23ºC and 97 percent relative humidity

(Standard curing regime). ..................................................................................................... 31


(Cold curing regime)............................................................................................................. 33


(Dry curing regime). ............................................................................................................. 33

Figure 3.4. Flexural strength of the Type I/II portland cement concrete mixes. ......................... 35

Figure 3.5. Flexural strength of the Type III-A portland cement concrete mixes. ...................... 37

Figure 3.6. Flexural strength of the Type III-B portland cement concrete mixes. ...................... 39

Figure 3.7. Flexural strength of the Calcium Sulfoaluminate – A (CSA-A) mixes..................... 41

Figure 3.8. Flexural strength of the Calcium Sulfoaluminate – B (CSA-B) mixes. .................... 42

Figure 3.9. Flexural strength of the Calcium Aluminate (CA) mixes. ........................................ 44

Figure 3.10. Flexural strength of the target mixes at 23ºC and 97 percent relative humidity

(Standard curing regime). ..................................................................................................... 46

Figure 3.11. Flexural strength of the target mixes at 10ºC and 50 percent relative humidity (Cold

curing regime). ...................................................................................................................... 47

Figure 3.12. Flexural strength of the target mixes at 20ºC and 50 percent relative humidity

(Dry curing regime). ............................................................................................................. 48

Figure 3.13. Self-balanced stress on the beam cross section caused by

drying shrinkage gradient. .................................................................................................... 49

Figure 3.14. Histogram of constant coefficient of variation intervals and cumulative distribution

function for flexural and compressive strength tests. ........................................................... 51

Figure 3.15. Comparison of the cumulative distribution for compressive and

flexural strength tests. ........................................................................................................... 52

Figure 3.16. Variation of results versus measured strength for compressive and

flexural strength tests. ........................................................................................................... 54

Figure 3.17. Compressive strength test variability by curing condition. ..................................... 55

Figure 3.18. Flexural strength test variability by cement type. ................................................... 55

Figure 3.19. Correlation of compressive strength and flexural strength test results.................... 56

Figure 3.20. Correlation of compressive strength and flexural strength test results by

curing condition. ................................................................................................................... 56

Figure 3.21. Correlation of concrete compressive strength and flexural strength test results by

cement type. .......................................................................................................................... 57

Figure 3.22. Estimation of tensile strength from compressive strength test results. ................... 58

Figure 3.23. Ratio of flexural to compressive strength for a range of compressive strengths..... 59

Figure 3.24. Compressive strength and modulus of elasticity at 28 days.................................... 60

Figure 3.25. Compressive strength and modulus of elasticity by specimen age. ........................ 61

Figure 3.26. Factors analysis for compressive (a) and flexural (b) strength development. ......... 63

Figure 3.27. Factors analysis for flexural strength development for all cement types. ............... 65

vi

Figure 3.28. Factors analysis for the flexural/compressive strength ratio. .................................. 66

Figure 4.1. Expansion at 3 days, 20ºC. ........................................................................................ 73

Figure 4.2. Dimensional change of Type I/II portland cement at 3 days for all curing regimes. 74

Figure 4.3. Dimensional change of Type III-A portland cement at 3 days for

all curing regimes.................................................................................................................. 74

Figure 4.4. Dimensional change of Type III-B portland cement at 3 days for


Figure 4.5. Dimensional change of Calcium Sulfoaluminate cement – A (CSA-A) at 3 days for


Figure 4.6. Dimensional change of Calcium Sulfoaluminate cement – B (CSA-B) at 3 days for


Figure 4.7. Dimensional change of Calcium Aluminate cement (CA) at 3 days for


Figure 4.8. Shrinkage of the Type I/II portland cement concrete and mortar specimens............ 79

Figure 4.9. Shrinkage of the Type III-A portland cement concrete and mortar specimens......... 80

Figure 4.10. Shrinkage of the Type III-B portland cement concrete and mortar specimens. ...... 82

Figure 4.11. Shrinkage of the Calcium Sulfoaluminate – A (CSA-A) concrete and

mortar specimens. ................................................................................................................. 84

Figure 4.12. Shrinkage of the Calcium Sulfoaluminate – B (CSA-B) concrete and

mortar specimens. ................................................................................................................. 85

Figure 4.13. Shrinkage of the Calcium Aluminate (CA) concrete and mortar specimens. ......... 87

Figure 4.14. Shrinkage of the concrete specimens at all four curing regimes. ............................ 89

Figure 4.15. Shrinkage of the mortar specimens for all four curing regimes. ............................ 90

vii

Figure 4.16. Vapor pressure with temperature............................................................................. 93

Figure 4.17. Sensitivity of shrinkage to cement type and curing regime. ................................... 96

Figure 4.18. Sensitivity of shrinkage to water/cement ratio and curing regimes. ....................... 98

Figure 4.19. Sensitivity of shrinkage to water/cement ratio and curing regimes for target and

+10% w mixes. ..................................................................................................................... 99

Figure 5.1. Average of coefficient of thermal expansion for each mix by ASTM C531. ......... 105

Figure 5.2. Average of coefficient of thermal expansion for each mix by CRD C39-81. ......... 105

Figure 5.3. Coefficient of thermal expansion for each mix and each replicate for the ASTM and

CRD methods...................................................................................................................... 107

viii

LIST OF TABLES

Closure Duration and Time to Reach Minimum Beam Strength for Each Mix. ......................... xiv

Table 2.1 Designation, Classification, and Chemical Oxide Analysis of Cements

Included in This Study .......................................................................................................... 10

Table 2.2 Designation, Classification, and Compounds of the Cements Used in This Study .. 10

Table 2.3 Aggregate Gradations of Laboratory Mixes ............................................................. 11

Table 2.4 Intended Closure Window and Desired Time to Reach Minimum Beam Strength for

Each Mix............................................................................................................................... 13

Table 2.5 Cement Type and Additives for Each Mix Design................................................... 15

Table 2.6 Water/Cement Ratio for Each Mix Design............................................................... 16

Table 2.7 Specimen Curing Regimes........................................................................................ 17

Table 2.8 Strength Test Frequency (Compressive and Flexural).............................................. 19

Table 2.9 Comparison of ASTM and Army Corps of Engineers Test Methods....................... 22

Table 3.1 Cement Types and Minimum Curing Times to Achieve Minimum

Opening Strength .................................................................................................................. 26

Table 3.2 Difference in Compressive Strength of All Cement Mixes with Increase in Water

Content of 10 Percent............................................................................................................ 32

Table 3.3 Difference in Compressive Strength, 23 C versus 10ºC Curing Temperature.......... 32

Table 3.4 Difference in Compressive Strength, 97 Percent Relative Humidity versus 50

Percent Relative Humidity.................................................................................................... 34

Table 3.5 Flexural Target Strength Check for Type I/II Portland Cement ............................... 36

Table 3.6 Flexural Target Strength Check on Type III-A Portland Cement............................. 36

Table 3.7 Flexural Target Strength Check on Type III-B Portland Cement............................. 38

Table 3.8 Flexural Target Strength Check on Calcium Sulfoaluminate –A Cement (CSA-A) 40

ix

Table 3.9 Flexural Target Strength Check on Calcium Sulfoaluminate – B Cement (CSA-B) 43

Table 3.10 Flexural Target Strength Check on Calcium Aluminate Cement (CA)................ 45

Table 3.11 90-day Flexural Strengths for the Three Curing Regimes .................................... 47

Table 3.12 Coefficent of Variation of the Strength Tests ....................................................... 53

Table 4.1 Mortar Bar Shrinkage in Type III-A and Type III-B Cements................................. 81

Table 4.2 Ratio of Shrinkage/Total Shrinkage in Concrete Specimens at 90 days, 20ºC and 50

Percent Relative Humidity, (Dry Curing Regime) ............................................................... 88

Table 4.3 Ratio of Shrinkage/Total Shrinkage in Concrete Samples at 90 days, 23ºC and 97

Percent Relative Humidity (Standard Curing Regime) ........................................................ 91

Table 4.4 Ratio of Shrinkage/Total Shrinkage of Concrete Samples at 90 days, 10ºC and 50

Percent Relative Humidity (Cold Curing Regime)............................................................... 92

Table 4.5 Ratio of Shrinkage/Total Shrinkage of Concrete samples at 90 days, 40ºC and ~0

percent Relative Humidity (Dry and Hot Curing Regime)................................................... 94

Table 4.6 Statistical Significance Analysis Across the Mixes.................................................. 97

Table 4.7 Statistical Significance Analysis Across the Curing Conditions ............................ 100

Table 5.1 Comparison of the Coefficients of Thermal Expansion Measured by ASTM and

CRD Methods ..................................................................................................................... 106

Table 5.2 Significance Analysis of Coefficient of Thermal Expansion for the Six Mixes..... 108

x

EXECUTIVE SUMMARY

This report presents the results of laboratory work on flexural and compressive strength,

free shrinkage, coefficient of thermal expansion, and elastic modulus performed on six concrete

mixes. The six concrete mixes are typical of those used, or have been considered for use, for the

Caltrans Long Life Pavement Rehabilitation Strategies for rigid pavements (LLPRS-Rigid).

The work presented in this report was completed as part of Goal 4 of the Partnered

Pavement Research Program Strategic Plan, and completes the following objectives of the test

plan for that research goal:

• Evaluation of, and development of recommendations for test methods for strength

gain, ultimate strength and stiffness, thermal expansion, and shrinkage.

• Development of laboratory data regarding the properties of various high early-

strength concrete mixes, and comparison with a typical Type I/II mix.

• Development of laboratory data regarding the effects of important mix design and

construction variables on mechanical properties.

This report includes descriptions of the concrete materials, mix designs, test methods, and

specimen preparation methods used for the study. It presents flexural (ASTM C 78) and

compressive strength data (ASTM C 39), an evaluation of the practice of using compressive

strength data to estimate flexural strength data, and conclusions regarding the mixes tested and

the use of strength tests for design and construction quality control and assurance. The strength

of the concrete determines its ability to withstand stress and stress repetitions without cracking,

and greater strength results in greater resistance to cracking.

This report also presents shrinkage test data and conclusions regarding the mixes and the

use of shrinkage testing. Shrinkage causes stresses in the concrete, in addition to load. Greater

xi

strength often comes at the cost of greater shrinkage, and mix design is often a balancing act

between strength and shrinkage. Free shrinkage was tested on concrete beams (ASTM C157-93)

and mortar beams (ASTM C 596-96).

Data are presented for coefficient of thermal expansion along with a comparison of two

methods of measuring coefficient of thermal expansion. The coefficient of thermal expansion is

a measure of how much the concrete expands or contracts with changes in its temperature, and

high expansion and contraction increases stresses in concrete slabs through friction with the

underlying layers, and through curling caused by different temperatures between the top and

bottom of the slab. The Coefficient of Thermal Expansion (CTE) was tested twice using ASTM

C531 and the Army Corps of Engineers Test CRD-C39-81.

Stiffness is a measure of the deformation of the concrete under load. In general, higher

stiffness results in greater stresses, from interaction with expansion and contraction caused by

shrinkage and curling.

The appendices to this report contain details of the test methods used that are not standard

ASTM or Caltrans tests, detailed mix designs, all test data obtained from the study, and

specifications for the Fast Setting Hydraulic Cement Concrete (FSHCC) in effect at the time this

study was planned in 1998.

The aggregate source was the same for five of the six mixes. Three categories of

hydraulic cement were used as follows:

• Portland cement:

· Type I/II portland cement, referred to as “Type I/II”;

· Type III portland cements from two manufacturers, referred to as “Type III-A”

and “Type III-B.”

xii

• Calcium Sulfoaluminate cements. Cement from two manufacturers, both meeting

the 1998 Caltrans Fast Setting Hydraulic Cement (FSHC) specifications, referred to

as “CSA-A” and “CSA-B”;

• Calcium Aluminate cement, referred to as “CA.”

One mix design was developed for each of the six cements. The objective of each mix

design was to optimize the mix properties while obtaining a minimum flexural strength of 2.8

MPa (400 psi) for the construction closure duration applicable to the given cement type. This

strength criterion was developed through mechanistic analysis and has been determined to be

adequate for opening the pavement to traffic while minimizing the risk that a substantial portion

of the concrete pavement fatigue life will be exhausted before the concrete has reached its long-

term strength.

Caltrans uses various construction closure durations to complete concrete pavement

rehabilitation and reconstruction projects. Seven- to ten-hour overnight closures on weeknights

are typically used for replacement of individual failed slabs. For these types of closures to be

successful, the mix must reach the minimum traffic opening strength within two to eight hours.

Weekend closures lasting 55 hours, from 10 p.m. Friday night to 5 a.m. Monday morning, and

72-hour closures on weekdays are used for reconstruction of entire lanes. The construction

closure duration and desired time to reach the minimum flexural strength are summarized below

for each of the cement types.

For the six concrete mixes studied, the design variables were cement type and

admixtures, water/cement ratio, and curing conditions.

Each of the performance related properties tested was measured under various conditions

to study the effects of important mix design and construction variables. Statistical analysis was

xiii

Closure Duration and Time to Reach Minimum Beam Strength for Each Mix.

Mix Name Cement Type Intended Construction Window

Desired Time to Reach Minimum Strength

Type I/II Portland Cement Type I/II

New construction, or long-term continuous closure 28 days

Type III-A Portland Cement Type III

55-hour weekend, or short-term continuous closure

12 to 16 hours

Type III-B Portland Cement Type III

55-hour weekend, or short-term continuous closure

12 to 16 hours

CSA-A CSA 7- to 10-hour overnight, or 55-hour weekend 4 to 8 hours

CSA-B CSA 7- to 10-hour overnight, or 55-hour weekend 4 to 8 hours

CA CA 7- to 10-hour overnight, or 55-hour weekend 4 to 8 hours

performed to evaluate the importance of factors and the significance of the differences across the

experiment variables. The conclusions are summarized as follows.

1. Cement type, curing condition, and water/cement ratio should all be considered

important for concrete mix design as the strength gain. The cement type is the most

important factor, assuming an optimized mix design. Curing condition (moisture

condition and temperature) follows cement type in terms of significant effect on

concrete strength. Finally, the 10-percent increase in water content from the target

mix can reduce the strength by more than 10 percent.

2. The compressive and flexural strengths respond differently to environmental factors.

A cold environment causes the greatest reduction in compressive strength while a dry

condition is most detrimental to the flexural strength. Therefore, there is no unique

correlation between the two kinds of strengths. The reasonably accurate prediction of

flexural strength from compressive strength, or vice versa, is only possible within a

range of curing conditions, and does not include many scenarios that may be

xiv

encountered in the field. Although the compressive strength test has less variability

than the flexural strength test, they are not interchangeable if precise data are needed.

3. The correlation between the elastic modulus and compressive strength conformed to

what is given in ACI-318 for the portland cement Type I/II mix at 28 days under the

standard moist curing. Additional data is needed to extend the conclusion to non-

portland cement concrete. The study has shown, however, that the correlation at other

ages or under other curing conditions does not conform to ACI-318.

4. While mix design has the greatest effect on concrete strength gain, the curing

condition is a more important factor in shrinkage than the mix design. Generally, high

temperature and low moisture result in greater shrinkage. However, the extent to

which temperature and moisture affect shrinkage depends on the cement type.

Calcium sulfoaluminate cements from different manufacturers had distinct shrinkage

performances because their chemical compositions are very different.

5. The tested coefficient of thermal expansion had a range from 8 to 12 × 10-6/ºC for the

group of six mixes included in this study from two measuring methods. These results

conform to the data reported in literature. The results of this study show that the

Army Corps of Engineers method (CRD) uses a more reasonable temperature range

to measure the coefficient of thermal expansion. According to the CRD method, the

portland cement mixes have slightly lower coefficient of thermal expansion than

calcium sulfoaluminate mixes.

In addition to providing basic information regarding the performance related properties of

these mixes, the data included in this report will provide input for mechanistic-empirical analysis

of LLPRS-Rigid pavements in the future. The work included in this report can be repeated for

xv

other mix types, such as the new Type III based mixes which achieve the target opening flexural

strength of 2.8 MPa in 4 to 8 hours.

xvi

1.0 INTRODUCTION

Within the state of California, rigid pavements were used extensively for construction of

the interstate highway system. Rigid pavements make up approximately 32 percent of the lane-

kilometers in the California Department of Transportation (Caltrans) highway network. Most of

these rigid pavements are in urban areas and/or routes with high traffic volumes and heavy

trucks.

It has been estimated that approximately 90 percent of the rigid pavements were

constructed between 1959 and 1974.(1) These pavements were designed for 20-year lives based

on traffic volumes and loads estimated at that time.(2) Currently, 30 to 45 years after their

construction, many California rigid pavements are in need of rehabilitation. In 1995, rigid

pavements accounted for 41 percent of the lane-kilometers requiring immediate attention.

Approximately 80 percent of the rigid pavements needing rehabilitation are located in urban

areas in Southern California. Most of the rest are in urban areas in the San Francisco Bay Area,

with a smaller number in other rural and urban areas.(3) Prior to 1996, all rigid pavements in

California were constructed with slabs made of portland cement concrete (PCC). The typical

portland cement type used in California is Type I/II, which meets ASTM specifications for both

Type I and Type II portland cement.

In 1997, Caltrans engineers and policy makers determined that existing strategies of

urban pavement maintenance and rehabilitation were providing diminishing returns in terms of

additional pavement life due to the structural damage incurred by the pavements since their

initial construction. The agency costs of applying lane closures in urban areas is very large

compared to the actual costs of materials and placement. The accumulated structural and ride

quality deterioration on many urban freeway pavements results in increased need for

maintenance and rehabilitation forces to be in the roadway, which in turn increases Caltrans

1

costs and safety risks. In addition, the costs to Caltrans clients—the pavement users—are

increasing due to the increasing frequency of lane closures which cause delays, and the

additional vehicle operating costs from deteriorating ride quality.

A need for new lane replacement strategies was identified. These strategies must not

require long-term closures and therefore, the material used must develop sufficient strength

before opening to traffic when using Type I/II PCC. High construction productivity and speed is

desired to minimize traffic delays during rehabilitation or reconstruction.

A need was also identified for longer pavement lives than the currently assumed design

life of 20 years. Longer pavement life postpones future maintenance and rehabilitation, and the

associated traffic disruptions, agency costs, and potential for accidents.

To meet these needs, Caltrans established the following objectives for Long Life

Pavement Rehabilitation Strategies in 1997 (4):

1. provide 30 or more years of service life,

2. require minimal maintenance, although zero maintenance is not a stated objective,

3. have sufficient production to rehabilitate or reconstruct about 6 lane-kilometers

within a construction window of 55 hours (10 p.m. Friday to 5 a.m. Monday).

In 1998, Caltrans selected a set of strategies to meet these objectives and established a

plan for their evaluation. These strategies included the use of high early strength hydraulic

cements, different base types, dowels, and tied concrete shoulders. Specifications were

developed by Caltrans for Fast Setting Hydraulic Cement Concrete (FSHCC) mixes intended to

provide high early strength.

The accelerated pavement testing capability that Caltrans had developed with the UC-

Berkeley Contract Team (UCB Contract Team) was included in the LLPRS-Rigid evaluation

2

plan. The test plan for the UCB Contract Team work was developed in 1997–98 and included

objectives for laboratory testing of mechanical properties and chemical durability, accelerated

pavement testing of full-scale test sections with the Heavy Vehicle Simulator, and mechanistic-

empirical analyses.(5) An additional objective of evaluating the construction process and

construction productivity for urban freeway rehabilitation and reconstruction was added to the

test plan in 1999.

The objectives included in the LLPRS-Rigid Test Plan for mechanical tests were:

1. Produce data necessary to develop effective laboratory tests for materials to be used

in LLPRS-Rigid projects. Variables to be considered included strength gain, ultimate

strength and stiffness, fatigue properties, thermal expansion, heat generation, and

shrinkage.

2. Develop information regarding effects of the properties developed in Objective 1 on

concrete performance to establish specification limits.

3. Produce information on the effects of construction and mix design variables on the

properties to be measured in Objective 1. This information can be used to develop

specifications for mix design, quality control, and quality assurance.

4. Develop information needed for mechanistic modeling of the pavement structure

under traffic loading and environmental conditions. Information needed includes

stiffness, fatigue life, strength gain and ultimate strength, and thermal characteristics,

in order to calculate critical stresses in the pavement structure.

1.1 Objectives Included in this Report

The work presented in this report covers the following LLPRS-Rigid evaluation

objectives:

3

• Evaluation and recommendations regarding test methods for strength gain, ultimate

strength and stiffness, thermal expansion, and shrinkage.

• Development of laboratory data regarding the properties of various high early-

strength concrete mixes, and comparison with a typical Type I/II mix, as well as

recommendations regarding specification limits based on the data in this report and

information previously reported by the UCB Contract Team.(5)

• Development of laboratory data regarding the effects of important mix design and

construction variables on mechanical properties, and recommendations regarding

specifications for mix design, quality control, and quality assurance. The mechanical

properties data included in this report provide input data for mechanistic-empirical

analysis of LLPRS-Rigid pavements for several mix types used by Caltrans.

1.2 Previous Studies and Reports Related to LLPRS-Rigid

Four reports were prepared as part of the initial evaluation of LLPRS-Rigid. These

reports covered a preliminary evaluation of the proposed LLPRS-Rigid strategies and the effects

of design inputs using existing pavement design methods;(6) a preliminary evaluation of design

and construction issues;(7) an overview of concrete durability issues applicable to cement types

proposed for use in LLPRS-Rigid;(8) and the results of a trial accelerated pavement test on a

concrete pavement.(9)

Full-scale pavement test sections were constructed on State Route 14 at Palmdale (Los

Angeles County) in 1998. The pavements included one set of test sites to evaluate the fatigue

properties of field slabs with a mix meeting the FSHCC specification, and another set to evaluate

the effects of dowels, tied shoulders, and wide truck lanes on performance. The contractor for

4

the Palmdale test sections used cement blended from a typical FSHCC cement and a portland

cement. The construction and instrumentation of the test pavements and strength data are

reported in Reference (10).

The slabs at the Palmdale test sections were constructed with joint spacing typical of

previous Caltrans construction (3.7, 4.0, 5.5, and 5.8 m). All of the 5.5- and 5.8-m slabs cracked

within 3 months after construction in June, 1998, and prior to any Heavy Vehicle Simulator

(HVS) loading. Analytical studies of the cracking indicated that the early cracking was

attributable to differential shrinkage and thermal gradients. The analyses also provided an

understanding of the mechanism responsible for longitudinal cracking, which is common in the

western states.(11)

HVS testing for LLPRS-Rigid was completed at Palmdale in January, 2001. A report

documenting the fatigue evaluation results on half of the Palmdale test sections on the “South

Tangent” was produced in 2002.(12) A second-level analysis report on the South Tangent was

also completed in 2002.(13) Reports have also been prepared documenting the results of the

evaluation of dowels, tied concrete shoulders, and wide truck lanes on the “North Tangent” at

Palmdale.(14) A second-level analysis report on the North Tangent that includes a procedure for

analyzing Falling Weight Deflectometer data to determine the built-in warping in the slab caused

by differential shrinkage has also been prepared.(15) A report documenting FWD deflection data

measured on all the Palmdale sections is underway as well.(16)

The sulfate resistance of the cements included in this report was evaluated in a study

using mortar specimens subjected to an accelerated test. The results of these tests are reported in

Reference (17). Another study using an accelerated test to evaluate the alkali-aggregate reaction

resistance of the cements is reported in Reference (18).

5

The initial assumption of the Caltrans LLPRS-Rigid strategies was that the use of

FSHCC that reaches strengths sufficient for opening to traffic in 4to 8 hours would increase

construction productivity for urban freeway reconstruction and reduce the time needed to

complete a project. Caltrans also initially assumed that FSHCC would increase pavement life for

some designs that had previously used Type I/II cement. A construction productivity analysis

system was developed by the UCB contract team for urban concrete freeway reconstruction with

LLPRS-Rigid strategies. The analysis system and a parametric evaluation of construction

productivity is presented in Reference (19). Caltrans built a demonstration project using an

LLPRS-Rigid strategy and FSHCC in the summer of 1999. The results of this pilot project and

analysis of construction productivity using the UCB system (CA4PRS software) are reported in

Reference (20).

1.3 Scope of this Report

Chapter 2 of this report describes the concrete materials, mix designs, test methods, and

specimen preparation methods used for this study. Chapter 3 presents flexural and compressive

strength data, an evaluation of the practice of using compressive strength data to estimate

flexural strength data, and conclusions regarding the mixes tested and the use of strength tests for

design and construction quality control and assurance. Chapter 4 presents shrinkage test data and

conclusions regarding the mixes and the use of shrinkage testing. Chapter 5 presents coefficient

of thermal expansion data. Chapter 6 includes a summary and recommendations based on the

information presented.

Appendix A contains the details of the test methods used that are not standard ASTM or

Caltrans tests. Appendix B contains the detailed mix designs. Appendix C contains all test data

6

obtained from the study. Appendix D contains specifications for the Fast Setting Hydraulic

Cement Concrete (FSHCC) in effect at the time this study was planned in 1998.

7

8

2.0 TEST PROGRAM

Six concrete mixes designed for concrete pavement application were used for this study.

The aggregate source was the same for five of the six mixes. The concrete mixes were tested for

flexural strength, compressive strength, compressive elastic modulus, shrinkage, and coefficient

of thermal expansion. Descriptions of the mix designs, specimen preparation, and test methods

are included in this chapter.

2.1 Materials

Three categories of hydraulic cement were used as follows:

• Portland cement:

· Type I/II portland cement, referred to as “Type I/II”;

· Type III portland cements from two manufacturers, referred to as “Type III-A”

and “Type III-B.”

• Calcium Sulfoaluminate cements. Cement from two manufactures, both meeting the

Caltrans Fast Setting Hydraulic Cement (FSHC) specifications as of 1998 (see

Appendix D), referred to as CSA-A and CSA-B;

• Calcium Aluminate cement, referred to as CA.

Each of these cements was obtained in one shipment from each respective manufacturer

within 14 days before specimen preparation, and stored in a warehouse. Their chemical

compositions in oxides were analyzed (Table 2.1) and presented in a previous report.(17) Table

2.2 lists the compounds of some of the cements.

9

Table 2.1 Designation, Classification, and Chemical Oxide Analysis of Cements Included in This Study (17)

Component Type I/II Type III-A Type III-B CSA-A CSA2-B CA SiO2 21.24 21.05 20.50 15.59 15.40 9.06 Al2O3 3.57 3.79 4.15 13.96 12.88 26.29 Fe2O3 3.82 4.02 3.70 1.49 2.63 3.44 CaO 64.72 64.22 64.27 50.19 53.02 36.97 MgO 1.69 1.26 1.27 1.35 2.03 0.97 TiO2 0.31 0.36 0.34 0.53 0.70 1.17 Mn2O3 0.04 0.04 0.04 0.05 0.04 0.04 P2O5 0.32 0.35 0.28 0.14 0.01 0.07 Cr2O3 0.04 0.03 0.04 0.04 0.03 0.04 ZrO2 0.00 0.00 0.00 0.05 0.06 0.09 Na2O 0.18 0.23 0.20 0.23 0.39 1.24 K2O 0.10 0.13 0.20 0.44 0.32 0.03 SO3 2.27 2.45 2.33 14.20 10.81 8.73 Ig. Loss 1.43 1.83 2.42 2.17 1.96 12.19 Total 99.72 99.77 99.73 100.42 100.27 100.33 Note: Composition provided is for the cement only.

Table 2.2 Designation, Classification, and Compounds of the Cements Used in This

Study (17)

Cement Name in This Report Description Bogue Composition

Type I/II Type I/II with fly ash

C3S =66.13 C2S = 11.00 C3A=3.00 C4AF =11.62 (17)

Type III-A Type III

C3S =66.03 C2S = 8.96 C3A=4.74 C4AF =11.26 (17)

Portland cement

Type III-B Type III Not Available Calcium aluminate cement

CA Primarily CA With CA from 40 percent upwards

CSA-1 C2S, C3S, C4AF, C3A, C S , and C4A3 S

Not Available Calcium sulfoaluminate cement

CSA-2 Primarily C2S and C4A3 S

Not Available

Note: For all formulae, C=CaO; S=SiO2; A=Al2O3; F=Fe2O3; and S =SO3 ;

10

Two types of coarse aggregate were included in the study:

• uncrushed gravel from Hanson Aggregate Company in Pleasanton, California

(referred to as “gravel” in this report), and

• crushed aggregate (referred to as “crushed stone”) from Kaiser in Pleasanton,

California.

The same gradation, meeting Caltrans standard specifications, was used for all the mixes

Table 2.3 and Figure 2.1).

Caltrans uses various construction closure durations to complete concrete pavement

rehabilitation and reconstruction projects. Seven- to ten-hour overnight closures on weeknights

are typically used for replacement of individual failed slabs. For these types of closures to be

successful, the mix must reach the minimum traffic opening strength within two to eight hours.

Weekend closures lasting 55 hours, from 10 p.m. Friday night to 5 a.m. Monday morning, and

72-hour closures on weekdays are used for reconstruction of entire lanes, including removal of

Table 2.3 Aggregate Gradations of Laboratory Mixes

Sieve size

Caltrans Specification Target Grading (percentage)

(mm) (in.) Lower Upper

Maximum Density 0.45 Power

Blended Grading

Coarse (%) max. 37.5 mm

Medium (%) max. 25.0 mm

Sand (%) max. 9.5 mm

50 2 100.0 100.0 100.0 100.0 100.0 100.0 100.0 37.5 1 ½ 90.0 100.0 100.0 97.7 94.0 100.0 100.0 25 1 50.0 86.0 83.3 69.7 23.0 96.0 100.0 19 ¾ 45.0 75.0 73.6 60.1 10.0 77.0 100.0 12.5 ½ 61.0 48.5 2.0 43.0 100.0 9.5 3/8 38.0 55.0 53.9 42.4 1.0 20.0 100.0 4.75 4 30.0 45.0 39.5 37.5 0.0 2.0 100.0 2.36 8 23 38 28.8 32.4 0.0 1.0 87.0 1.18 16 17.0 33.0 21.1 22.2 0.0 0.0 60.0 0.6 30 10.0 22.0 15.6 13.3 0.0 0.0 36.0 0.3 50 4.0 10.0 11.4 5.9 0.0 0.0 16.0 0.15 100 1.0 6.0 8.3 1.9 0.0 0.0 5.0 0.075 200 0.0 3.0 6.1 0.7 0.0 0.0 2.0

11

Grading AnalysisCombined Sample

0

20

40

60

80

100

0.01 0.1 1 10 100Sieve Size (mm)

Perc

ent P

assi

ng b

y M

ass Actual

Specification

0.45 power

Figure 2.1. Grading analysis.

the existing slabs and replacement with new slabs that are tied to the adjacent lanes and contain

dowels on the transverse joints. Some projects also require the removal and replacement of the

existing base layer.(1–4, 6, 7, 19, 20) The construction closure duration and desired time to reach

the minimum flexural strength are summarized in Table 2.4 for each of the cement types.

The mix designs for the Type I/II and Type III-A mixes were performed by the UCB

contract team at the UC Pavement Research Center Laboratory in Richmond, California (PRC).

The Type III-B, CSA-A, CSA-B, and CA mixes were designed at the PRC laboratory by staff

from each cement manufacturer working with the UCB Contract Team researchers. These mix

designs were performed by the respective cement providers who were encouraged to make the

best concrete possible. This approach was used in order to provide each manufacturer the

opportunity to maximize the performance of their product, and to avoid arbitrary decisions by the

UCB contract team researchers that could create bias in the study against any material.

12

Table 2.4 Intended Closure Window and Desired Time to Reach Minimum Beam Strength for Each Mix.

Mix Name

Cement Type Intended Construction Window

Desired Time to Reach Minimum Strength

Type I/II Portland Cement Type I/II

New construction, or long-term continuous closure 28 days

Type III-A Portland Cement Type III

55-hour weekend, or short-term continuous closure 12 to 16 hours

Type III-B Portland Cement Type III

55-hour weekend, or short-term continuous closure 12 to 16 hours

CSA-A CSA 7- to 10-hour overnight, or 55-hour weekend 4 to 8 hours

CSA-B CSA 7- to 10-hour overnight, or 55-hour weekend 4 to 8 hours

CA CA 7- to 10-hour overnight, or 55-hour weekend 4 to 8 hours

2.1.1 Type I/II Portland Cement Mix

The Type I/II mix was the baseline for the study. This mix was designed to follow

current Caltrans practice for typical portland cement concrete used in pavements for which

construction closure time is not an issue. The mix design was performed by the UCB contract

team at the UC Pavement Research Center Laboratory in Richmond, California (PRC).

2.1.2 Type III-A Portland Cement Mix

The Type III-A mix was also designed to provide the minimum strength required for

opening to traffic using the same aggregate as the other mixes, with the time to reach opening

strength applicable to lane reconstruction in a 55-hour weekend closure. The mix design was

performed by the UCB contract team.

13

2.1.3 Type III-B Portland Cement Mix

The Type III-B mix was designed to be representative of the “fastest” portland cement

mix applicable to lane reconstruction in a 55-hour weekend closure in 1999. Mixes meeting the

flexural strength requirement in four to eight hours have since been developed, although their

strength gain has not been found to be consistently reproducible using the laboratory equipment

used for this study, even under the direction of the manufacturers. The Caltrans headquarters

concrete laboratory, Translab, has had similar experiences.

At Translab, to overcome the problem of poor reproducibility when preparing laboratory

specimens with these mixes, the development of the four- to eight-hour Type III mixes utilized a

full-scale drum mixer truck. This method of mixing was not feasible for this study at the UCPRC

laboratory. Therefore, these mixes were not included in this study. The Type III-B mix differs

from the other mixes studied in its use of the crushed stone aggregate, which was intended to

improve its strength.

2.1.4 Calcium Sulfoaluminate (CSA-A, CSA-B) and Calcium Aluminate (CA) Mixes

The CSA-A, CSA-B, and CA mixes were designed by staff from each cement

manufacturer working with the UCB contract team researchers at the UCB laboratory in order to

meet Caltrans requirements for FSHCC. The mix design process for each mix required multiple

trial batches and flexural tests, and was not considered completed until both UCB and the cement

manufacturer were satisfied.

14

2.2 Design Variables

For the six concrete mixes studied, the design variables were cement type and

admixtures, water/cement ratio, and curing conditions. The following sections present details of

each of these variables.

2.2.1 Cement Type and Admixtures

Table 2.5 lists the materials used in each mix design. Cement, water, aggregate, and

admixtures were selected and proportioned by the mix designers (the UCB contract team for

Type I/II and Type III-A mixes, and the cement manufacturers for the Type III-B, CSA-A, CSA-

B and CA mixes, as discussed in Section 2.2).

Table 2.5 Cement Type and Additives for Each Mix Design

Mix Cement Type Aggregate

Air Entrainment Agent

Super Plasticizer (Retarders) (HRWR) Stabilizer Accelerator Fly Ash

TypeI/II PC Type I/II Rounded Gravel Micro-Air None None None Type F

Type III-A PC Type III Rounded Gravel Micro-Air Rheobuild

3000FC None Pozzutec 20 None

Type III-B PC Type III Crushed Stone None ADVA Recover Polarset None

CSA-A CSA Rounded Gravel None ADVA Recover None None

CSA-B CSA Rounded Gravel None ADVA UC Delay None None

CA CA Rounded Gravel None None None None None

* HRWR= High range water reducer

2.2.2 Water/Cement Ratio

Table 2.6 lists the materials and quantities used in each mix design. The “target” mix

designs have been optimized for the cements used. The only comparable material variables

15

among the target mixes are the cement type and aggregate type. For each of the six target mixes,

an additional mix was provided with a 10-percent higher water/cement ratio (referred to as “+

10% w” mixes).

Table 2.6 Water/Cement Ratio for Each Mix Design Mix Name (Cement Type)

Mix type

Water/ cement ratio

Cement content kg/m3

Aggregate content kg/m3

Aggregate (%) by weight

Aggregate (%) by volume

Cement/ Aggregate (by volume)

Target 0.42 362.49 1864.91 78.37 71.77 0.17 Type I/II +10% w 0.46 362.49 1870.01 77.98 70.86 0.17 Target 0.38 446.14 1851.38 75.58 70.16 0.21 Type III-A +10% w 0.42 446.14 1851.62 75.06 68.98 0.20 Target 0.36 474.62 1831.63 74.69 69.72 0.22 Type III-B +10% w 0.40 474.62 1831.44 74.17 68.52 0.22 Target 0.37 390.38 1942.97 78.42 72.53 0.18 CSA-A +10% w 0.41 390.38 1942.98 77.96 71.50 0.18 Target 0.37 415.29 1874.31 76.85 70.67 0.20 CSA-B +10% w 0.41 415.29 1874.16 76.36 69.59 0.20 Target 0.32 390.38 1955.10 79.14 74.10 0.18 CA +10% w 0.35 390.38 1923.71 78.50 72.91 0.18

2.2.3 Curing Conditions

To evaluate the effect of curing conditions on strength development and shrinkage,

specimens were subjected to various curing conditions. Table 2.7 summarizes the evaluation of

the effect of curing conditions and lists the temperature and moisture history of the specimens.

The first curing regime is conventional moist room temperature at 23ºC and 97 percent relative

humidity (RH), which served as the “Standard” curing condition. The second curing regime is

20ºC and 50 percent RH, designated the “Dry” condition in which moisture is not supplied to the

concrete. The third regime is 10ºC and 50 percent RH, representing a “Cold” condition.

A fourth regime combined a high temperature of 40ºC and close to zero relative

humidity, referred to as “Dry and Hot.” The “Dry and Hot” specimens were cured in a forced air

16

Table 2.7 Specimen Curing Regimes

Curing Regime Conditions Specimen Age (days)

Temperature (ºC) Moisture

1–3 23 In lime water Standard 23ºC + 97% RH 3–90 23 97% RH 1–3 20 In lime water Dry 20ºC + 50% RH 3–90 20 50 % RH 1–3 10 In lime water Cold 10ºC + 50% RH 3–90 10 50 % RH 1–3 40 In lime water Dry and Hot 40ºC + ~0% RH

(humidity not controlled ) 3–90 40 Not controlled

oven with no humidity control. This regime was designed to measure shrinkage in an extreme

environment.

2.3 Concrete Specimen Preparation

The concrete batching, mixing, and specimen casting followed ASTM C192 (21) with the

minor alteration of using an electric vibrator to consolidate the mix in the molds. The coarse

aggregate was washed prior to mixing. The beam molds were heated, along with the fine and

coarse aggregates. Warm water was used for all of the mixes. The concrete mixer used has a 0.26

m3 (9 cu. ft.) capacity. The batch size for all of the mixes was 0.20 m3 (7 cu. ft.), which provided

enough material to cast eight beams and eight cylinders.

The concrete was placed in beam molds in one lift and then vibrated with an electric

vibrator to consolidate the concrete (Figure 2.2). The cylinders were placed in two lifts and then

consolidated with the electric vibrator. Standard tests performed on all mixes for all batches

included slump (ASTM C143) (22), percent air content (ASTM C231) (23), and unit weight of

the fresh concrete (ASTM C 138) (24). After finishing (Figure 2.3), the specimens were

transported to the curing room.

17

Figure 2.2. Specimen casting.

Figure 2.3. Specimen finishing.

18

2.4 Mortar Bar Specimen Preparation

For shrinkage and coefficient of thermal expansion tests, steel pins were cast into mortar

bars to serve as length measurement reference points. The mortar bars for the shrinkage test were

maintained under the same temperature and humidity conditions as the concrete beams used for

the shrinkage test.

2.5 Test Methods

The tests included flexural strength, compressive strength, compressive elastic modulus,

shrinkage, and coefficient of thermal expansion. Brief descriptions of each test are included in

this chapter. Detailed descriptions of the standard and modified test methods are included in

Appendix A.

2.5.1 Flexural Strength Test

The dimensions of the flexural beam specimens were 152 × 152 × 745 mm (6 × 6 × 18

in.). The beams were tested using the third-point loading configuration, following ASTM C 78

(25). As shown in Figure 2.4, the tests were performed using an MTS flexural beam load frame

and a computer controlled hydraulic actuator . The tests were conducted at an ambient

temperature of about 15 to 20ºC. The plan for comparison of the flexural and compressive

strength tests versus beam age is shown in Table 2.8.

Table 2.8 Strength Test Frequency (Compressive and Flexural) Mix Test 1 Test 2 Test 3 Test 4 Type I/II 7 Days 14 Days 28 Days 90 Days Type III-A 12 Hours 1 Day 7 Days 90 Days Type III-B 8 Hours 1 Day 7 Days 90 Days CSA-A 4 Hours 1 Day 7 Days 90 Days CSA-B 4 Hours 1 Day 7 Days 90 Days CA 4 Hours 1 Day 7 Days 90 Days

19

Figure 2.4. Flexural test configuration.

2.5.2 Compressive Strength Test

Compressive strength tests were performed on cylindrical specimens of 152 × 457 mm (6

× 18 in.) following ASTM C 39 (26). The tests were performed using a Cox and Sons load

frame and hydraulic actuator under computer control, as shown in Figure 2.5. All tests were

performed at ambient temperatures of about 15 to 20ºC.

2.5.3 Shrinkage Test

Free shrinkage was tested on concrete beams (ASTM C157-93) (27) and mortar beams

(ASTM C 596-96) (28) for all six mixes. The concrete beams were 76.2 × 76.2 × 285 mm (3 × 3

× 11.2 in.), and the mortar beams were 25 × 25 × 285 mm (1 × 1 × 11.2 mm ). As shown in

Figure 2.6, steel pins were cast in the ends of the beams to serve as length measurement

reference points.

20

Figure 2.5. Compressive strength test configuration.

Figure 2.6. Shrinkage test configuration.

21

The concrete prisms were demolded one day after casting and then stored in lime water

for two days under their designated temperature (Table 2.7). The shrinkage reference length was

measured at three days when the prisms were removed from the lime water, and therefore the

measured dimensional change for the shrinkage test based on this 3-day measurement excluded

thermal change. The length measurement was performed at 3 days, 7 days, 14 days, 28 days, and

90 days.

2.5.4 Coefficient of Thermal Expansion Tests

The Coefficient of Thermal Expansion (CTE) was tested twice using two different CTE

tests. The first test was ASTM C531 (29). The second test was the Army Corps of Engineers

Test CRD-C39-81 (referred to as CRD, see Appendix A). The CTE beam specimen dimensions

for both tests are 76.2 × 76.2 × 285 mm (3 × 3 × 11.2 in.), the same as the shrinkage beams. The

major differences between the two test procedures are summarized in Table 2.9.

Table 2.9 Comparison of ASTM and Army Corps of Engineers Test Methods Curing Measurement

Test Method Curing Condition Age Temperature Range Moisture Condition ASTM C531 Air 28 days 20–100ºC Air CRD C39-81 Immersed in Water 28 days 10–60ºC Immersed in Water

ASTM 531 was developed to determine linear shrinkage and the coefficient of thermal

expansion of mortars, grouts, and monolithic surfacing. The specimens were first oven dried for

3 days to eliminate the effect of drying shrinkage. The test requires measuring the length of

concrete samples twice: first after heating the specimens at 100ºC for 24 hours, and then again

after curing at 20ºC room for 24 hours.

22

For the CRD test method, the samples were first cured in water for three days to reduce

the effect of drying shrinkage. Then the samples were cured at 5ºC in the water bath and then

stored for 24 hours in a 60ºC water bath. The length was then measured. The specimens were

then returned to the 5ºC water bath and stored for 24 hours. The length was then again measured.

The coefficient of thermal expansion for both test methods is calculated by dividing the

change in length by the change in temperature.

23

24

25

3.0 STRENGTH TEST RESULTS

Failure modes in a concrete element are determined by its stress state: uniaxial tension,

uniaxial compression, or multiaxial stress combinations. A concrete pavement consists of

relatively thin slabs on a subgrade or base course and, because of its much higher modulus of

elasticity, most of the load carrying capacity is derived from the concrete slab itself. The slab’s

reaction to external loadings, such as traffic forces and restrained deformations, is that of a

deflected beam subjected to flexural or bending loads, and the stress state could be a combination

of tensile, compressive, and/or shear stresses. Because the concrete material has a much smaller

capacity for tension than compression (around one tenth), it is the tensile strengths that determine

its failure. Therefore, the flexural strength or modulus of rupture (MR) must be known to

complete a concrete pavement design.

Adequate strength must be achieved in a newly paved concrete slab in order to avoid

excessive damage and shortened fatigue resulting from traffic load. For these purposes:

• The opening strength MR must be greater than the tensile stress (σ) induced in the

slab by traffic loading. An opening strength of at least 2.8 MPa (400 psi) has been

determined to be adequate for opening the pavement to traffic while minimizing the

risk that a substantial portion of the concrete pavement fatigue life will be exhausted

before the concrete has reached its long-term strength.(7)

• The thickness of the slab has to be sufficient. For thin slabs, the 2.8 MPa opening

strength may be insufficient with moving loads.

The strength of concrete is developed by hydration of cement, in which the cement reacts

with water and forms a firm and hard bonding mass, the hydrated cement paste, as discussed in

following section for each of the cements used. The hydration rate and cement strength both

depend on the cement type and curing condition. For a given curing condition and at each age,

the water/cement ratio is the largest single factor influencing the strength of a fully compacted

concrete. The strength of the concrete is generally inversely proportional to the water/cement

ratio (Abram’s rule). However, other factors such as aggregate content and aggregate properties

(e.g., shape and size) also influence the concrete strength.

3.1 Cement Properties and Hydration Mechanisms

Because of different hydration rates, different cements need different curing times to

achieve the minimum opening strength. Table 3.1 lists the three main categories of concrete

included in this study and their respective opening times.

Table 3.1 Cement Types and Minimum Curing Times to Achieve Minimum Opening Strength

Cement Type Mix Name Time to Reach Minimum Strength2.8 MPa (400 psi)

Type I/II 28 days Type III-A 12 to 16 hours Portland Cement Type III-B 12 to 16 hours CSA-A 4 to 8 hours Calcium Sulfoaluminate

Cement CSA-B 4 to 8 hours Calcium Aluminate Cement CA 4 to 8 hours

3.1.1 Portland Cement

Portland cement, by the definition of ASTM C150 (30), is hydraulic cement produced by

pulverizing clinker primarily consisting of hydraulic calcium silicates, and containing one or

more types of calcium sulfate as an interground addition. Recognizing other materials may be

added or blended in the production of hydraulic cement, ASTM C 1157 (31) uses the term

26

“blended cement” for a hydraulic cement consisting of portland cement and other appropriate

inorganic materials.

There are four major compounds constituting portland cement:

• tricalcium silicates (C3S),

• dicalcium silicates (C2S),

• tricalcium aluminate (C3A),

• and tetracalcium aluminoferrite (C4AF).

In the following shortened names used by cement chemists, each letter describes one

oxide: C=CaO; S=SiO2; A=Al2O3; and F=Fe2O3. According to ACI 225R-99 (32), five types of

portland cement are categorized for different applications, and the properties of each cement type

are controlled by the limiting contents of the four compounds (a practice in the United States).

Among these compounds, the two calcium silicate compounds are the main phases and make up

75–80 percent of the portland cement. However, small amounts of the other two phases,

especially C3A, are also present. The quantity of C3A significantly influences the early reactions

and later durability of the cement paste, and accounts for the main difference between Type II

and Type III cement. The portland cements used in this study and their compound compositions

(Bogue composition) are shown in Table 2.2. The oxide compositions are shown in Table 2.1.

The cement hydration products, calcium silicate hydrates (C-S-H), are formed by

reactions of the silicate compounds (C3S and C2S) with water, as shown in Equations 1 and

2.(33)

(1) 3 3 2 32 6 3C S H C S H CH+ ⇒ +

(2) 2 3 2 32 4C S H C S H CH+ ⇒ +

27

The approximate compositions of the calcium silicate hydrates are C3S2H3, which make up 50 to

60 percent of the volume of solids in a hydrated cement paste. Although it is not fully

understood, the structure of C-S-H determines the properties of the paste, such as strength and

permeability.

The aluminates (C3A) are present in much smaller amounts than the silicates, however,

they are important for early strength and subsequent durability. The reaction of C3A with water

is immediate and produces ettringite (C6A S H32) which contributes to setting and early strength

development. The high sulfate form of the ettringite is unstable with age because the sulfate ions

in the solution decrease as the hydration continues, and the ettringite is converted into a low-

sulfate form, monosulfate (C4A S H18) by the reaction shown in Equation 3.

36 32 3 42C AS H C A C ASH+ ⇒ 18 (3)

If the concrete is located where sufficient sulfate ions are present, the monosulfate can be

converted back to the ettringite at later age. This process of deterioration caused by the expansive

ettringite is known as sulfate attack.

3.1.2 Calcium Sulfoaluminate Cement

Calcium sulfoaluminate cement is manufactured with ground cement clinker with a main

phase of 4CaO·3Al2O3·Ca2SO3·(C4A3 S ). Oxide analysis shows it to be rich in SO3 ( S ). Unlike

portland cements which have a limited amount of S , CSA-A cement has 14.2 percent of S and

the CSA-B cement has 10.8 percent. As shown in Table 2.1, the potential application of this

cement lies in its non-expansive formula. However, the engineering properties of CSA cement

hydrates are not as well documented as those of portland cement. Part of the reason for the lack

of information on CSA cement is that the compound compositions are not consistent among

28

manufacturers. Rather, the cement composition depends on the raw materials used, which could

include limestone, bauxite, or aluminous clay and gypsum.(34) For example, the two CSA

cements used in this study have very different compositions: the CSA-B has two main phases,

C2S and C4A3 S , while the CSA-A has the four main phases of portland cement, as well as

C4A3 S .

Despite the variation in composition, the principal hydrated matrix of CSA cements is

made of ettringite by the following reactions:

33234 232.3.342 AHHSCACHHSCSAC +⇒++ (4)

( ) HSCACHOHCaHSCSAC 32.3.37468 32234 ⇒+++ (5)

( ) HSCACHOHCaHSCHA 32.3.2033 32233 ⇒+++ (6)

The ettringite is stable because there is sufficient sulfate to avoid the conversion to

monosulfate, which is the most significant difference from portland cement hydrates. The

expansibility of ettringite has been found to be dependent on:

• alkalinity of hydrate,

• particle size of the cement; and

• miscrostructure of the hydrates.(35)

3.1.3 Calcium Aluminate Cement

Unlike calcium silicate hydrates, the composition of hydrates from CA cement is very

sensitive to temperature. The possible hydration reactions are as follows (36):

(7) 1010 CAHHCA ⇒+

382112 AHAHCHCA +⇒+ (8)

(9) 3263123 AHAHCHCA +⇒+

29

HAHAHCCAH 9382102 ++⇒ (10)

HAHAHCAHC 93632823 ++⇒ (11)

Among the hydrates, CAH10 and C2AH8 are metastable phases, which might convert to

the stable phase C3AH6 and γ-AH3 (gibbsite). For curing regimes with temperature ranging from

10 to 23ºC, both hydrates C2AH8 and CAH10 are formed. At 40ºC, CAH10 no longer forms and

the stable hydrate C3AH6 occurs early. Compared to the stable phase, the metastable phases

combine more water and have low densities, and this can lead to different strength and shrinkage

performance for CA concretes cured at different temperatures.

3.2 Compressive Strength

Figure 3.1 shows the compressive strength of the six mixes under the Standard curing

regime (23ºC and 97% RH, as shown in Table 2.7). Their compressive strengths increased

continuously with time to 90 days, except that the strength of the CA mix started to drop between

14 days and 90 days. The phenomenon of CA concrete becoming more porous as the metastable

phases of CAH10 and C2AH8 convert to the stable and denser phase C3AH6 and γ-AH3 (gibbsite)

is well understood.

Although the 90-day strengths ranged from 30 to 70 MPa across the six mixes, their

strength development rates were similar. Strength gain was rapid at early age with more than 50

percent of the 90-day strength achieved by the first day for all of the early strength mixes.

The ranking of the strength at 7 days is:

Type I/II < Type III-A < CSA-A ≅ Type III-B < CSA-B ≅ CA

The ranking of the strength at 90 days is:

Type I/II < Type III-A < CA< CSA-A ≅ CSA-B < Type III-B

30

31

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100Age (days)

Com

pres

sive

Str

engt

h (M

Pa)

Type I/IIType III-AType III-BCSA-ACSA-BCA

Figure 3.1. Compressive strength of the target mixes at 23ºC and 97 percent relative humidity (Standard curing regime).

When the water content was increased by 10 percent, the Type I/II , Type III-A, Type III-

B, and CA cement mixes showed a significant strength reduction of more than 10 percent at each

age, compared to the target water/cement ratio (Table 3.2). The two CSA mixes behaved

differently: the 10-percent increase in water content had less effect on the strength of the CSB-B

mix than on the other mixes. The CSA-A mix strength was actually higher by more than 10

percent for the mix containing 10 percent additional water.

When the curing temperature was reduced to 10ºC (Cold curing regime), it greatly

retarded the early strength development. For example, the compressive strength of the Type III-

A mix dropped by 73 percent at 12 hours, as shown in Table 3.3 and Figure 3.2. The Cold curing

regime did not greatly affect the 90-day strength, with less than 10 percent strength reduction for

most mixes.

Table 3.2 Difference in Compressive Strength of All Cement Mixes with Increase in Water Content of 10 Percent

Cement Type Age Type I/II Type III-A Type III-B CSA-A CSA-B CA 4 hours 37.1% -2.5% 8 hours 12 hours -14.7% -19.0% 1 day -11.6% 10.1% 6.1% 7 days -18.4% -7.0% -10.5% 13.5% -4.2% -8.0% 14 days -14.1% -8.9% -17.0% 28 days -13.5% 90 days -10.1% -8.9% -8.1% 8.2% -4.2% -12.3%

Table 3.3 Difference in Compressive Strength, 23 C versus 10ºC Curing Temperature Cement Type Age Type I/II Type III-A Type III-B CSA-A CSA-B CA

4 hours -48.9% -21.7% 8 hours -81.4% 12 hours -73.0% 1 day -33.1% -31.9% 4.1% 7 days -3.4% 5.2% -30.8% -15.7% -10.6% -4.4% 14 days 6.7% -9.9% -11.2% 28 days 7.3% 90 days -4.2% -9.5% 2.3% -23.6% -7.8% 3.4%

In contrast, the Dry curing regime (20ºC + 50% RH) decreased the 90-day strength

significantly, as shown in Table 3.4 and Figure 3.3. It should be noted that at 10ºC, the vapor

pressure is so low that it causes negligible moisture loss from concrete to its environment at 50

percent RH, as confirmed by the negligible shrinkage of the specimens subjected to this curing

regime (Section 4). Therefore, although they have the same relative humidity, the Cold curing

regime is not as dry as the Dry curing regime.

32

33

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100Age (days)

Com

pres

sive

Str

engt

h (M

Pa)


Figure 3.2. Compressive strength of the target mixes at 10ºC and 50 percent relative humidity (Cold curing regime).

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100Age (days)

Com

pres

sive

Str

engt

h (M

Pa)


Figure 3.3. Compressive strength of the target mixes at 20ºC and 50 percent relative humidity (Dry curing regime).

Table 3.4 Difference in Compressive Strength, 97 Percent Relative Humidity versus 50 Percent Relative Humidity

Cement Type Age Type I/II Type III-A Type III-B CSA-A CSA-B CA

4 hours 71.7% -6.7% 8 hours -46.8% 12 hours -11.5% 1 day -5.6% 17.0% -1.0% 7 days -18.8% 2.2% -18.8% 12.6% -8.3% 16.7% 14 days -17.6% -15.4% -1.1% 28 days -17.9% 90 days -40.1% -6.3% -18.8% -8.4% -22.7% -2.4%

3.3 Flexural Strength by Cement Type

3.3.1 Type I/II Portland Cement + 15 Percent Fly Ash

Figure 3.4 shows the flexural strength of the Type I/II mix cured under three curing

regimes. In both the Standard and Cold regimes (Table 2.7), the flexural strength increases

continuously over time. There is no major difference in the early strength development between

these two regimes, but the 90-day strength under Cold regime was 20 percent greater than in the

Standard regime. This may have been caused by a finer distribution of hydrates formed in the

Cold regime. In contrast to the other two curing regimes, flexural strength ceased to develop

under the Dry curing regime. This phenomenon is further discussed in the Section 3.4.

Table 3.5 shows the flexural strength check as to whether the Type I/II mixes reached its

target strength, 2.8 MPa, at 28 days. As can be seen, the mixes cured under the Standard and

Cold conditions reached the target strength. By increasing the water content by 10 percent, the

28-day flexural strength decreased but still reached the target strength. However, in the Dry

curing regime, both the target and +10% w mixes failed to reach the target strength.

34

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00

23ºC+ 97% RH (Standard)20ºC+ 50% RH (Dry)10ºC+ 50% RH (Cold)

Figure 3.4a. Target mix.

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00


Figure 3.4b. Mix with 10 percent additional water (+10% w).

Figure 3.4. Flexural strength of the Type I/II portland cement concrete mixes.

35

36

Table 3.5 Flexural Target Strength Check for Type I/II Portland Cement

Curing Conditions Mix Design Strength at 28 Days (MPa)

Reached the Target Strength of 2.8 MPa at 28 Days?

Target mix 3.46 Yes Standard 23ºC+ 97% RH +10% w mix 3.30 Yes Target mix 1.84 No Dry 20ºC+ 50% RH +10% w mix 1.91 No Target mix 3.79 Yes Cold 10ºC+ 50% RH +10% w mix 3.54 Yes

3.3.2 Type III-A Portland Cement

Figure 3.5 shows the flexural strength of the Type III-A mix for the three curing regimes.

The Cold regime retarded the early strength development, but benefited the long term strength,

so that its 90-day flexural strength was even higher than that obtained under the Standard regime.

This conforms to the general tendency for rapid hardening to lead to a lower long-term strength.

Like all the other mixes in the Dry regime, the strength dropped for a short period between 1 day

and 7 days.

The target strength of this concrete is 2.8 MPa between 12 and 16 hours. The strength

was checked for this mix at 12 hours in Table 3.6. The results showed that the target strength at

12 hours was achieved only under the Dry curing condition at the target water/cement ratio.

Table 3.6 Flexural Target Strength Check on Type III-A Portland Cement

Curing Conditions Mix Design Strength at 12 Hours (MPa)

Reached the Target Strength of 2.8 MPa at 12 Hours?

Target mix 2.61 No Standard 23 C+ 97% RH +10% w mix 2.51 No Target mix 3.06 Yes Dry 20 C+ 50% RH +10% w mix 2.52 No Target mix 1.57 No Cold 10 C+ 50% RH +10% w mix 1.82 No

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 100Age (days)

Flex

ural

Str

engt

h (M

Pa)



Figure 3.5. Flexural strength of the Type III-A portland cement concrete mixes.

37

38

3.3.3 Type III-B Portland Cement

Figure 3.6 shows the flexural strength of the Type III-B mix under the three curing

regimes. The effect of curing regime on strength development was similar to that observed with

the Type III-A mix in that:

• the short-term flexural strength was reduced when cured using the Cold regime,

• the long-term flexural strength was greater when cured using the Cold regime, and

• under the Dry regime, the strength dropped for a short period between day 1 and day

7 before increasing again.

The initial strength check at 8 hours for this mix is shown in Table 3.7, although the

target strength was for 12–16 hours. The target strength was achieved under the Standard curing

regime (23ºC + 97% RH) at 8 hours for both the target mix and the +10% w mix. Under the Dry

regime, the target mix achieved more than 2.8 MPa at 8 hours, but by adding 10 percent more

water, it failed to meet the target strength. Under the Cold regime, the mix failed to reach 2.8

MPa at 8 hours.

Table 3.7 Flexural Target Strength Check on Type III-B Portland Cement

Curing Conditions Mix design Strength at 8 Hours (MPa)


Target mix 3.67 Yes Standard 23 C+ 97% RH +10% w mix 3.28 Yes Target mix 3.00 Yes Dry 20 C+ 50% RH +10% w mix 2.35 No Target mix 1.88 No Cold 10 C+ 50% RH +10% w mix 2.39 No

In summary, compared with the Type I/II mix, both the Type III-A and Type III-B mixes

developed high early strength in the Standard moist curing regime, which was attributed to the

rapid hydration of larger amounts of C3S (greater than 55 percent, up to 77 percent for Type III).

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



Figure 3.6. Flexural strength of the Type III-B portland cement concrete mixes.

39

40

For example, the Type III-A cement contained 66 percent C3S. However, curing temperature has

a significant effect on the ability of these two mixes to achieve high early strength. In the Cold

regime, the benefit of using Type III cement (its high early strength gain) was suppressed.

3.3.4 Calcium Sulfoaluminate Cement A (CSA-A)

As shown in Figure 3.7, the strength gain patterns of the CSA-A mix under all the three

curing regimes are similar to those of the Type III mixes. The early flexural strength was

suppressed cured under the Cold regime, but the long-term strength was greater. The strength of

this concrete mix at 4 hours reached the target strength of 2.8 MPa under the Standard and Dry

regimes, but not under the Cold regime, as shown in Table 3.8. Adding 10 percent more water to

the mix reduced the strength under the Standard regime to below 2.8 MPa at 4 hours. Like the

Type III mixes, its early strength was greatly affected by curing temperature.

Table 3.8 Flexural Target Strength Check on Calcium Sulfoaluminate –A Cement (CSA-A)

Curing Conditions Mix Design Strength at 4 Hours (MPa)


Target mix 3.50 Yes Standard 23 C+ 97% RH +10% w mix 2.25 No Target mix 3.41 Yes Dry 20 C+ 50% RH +10% w mix 3.04 Yes Target mix 1.97 No Cold 10 C+ 50% RH +10% w mix 2.25 No

3.3.5 Calcium Sulfoaluminate Cement B (CSA-B)

As shown in Figure 3.8, the strength gain for the CSA-B concrete mix is similar to the

CSA-A mix, except that the early strength was not affected as much in the Cold regime and the

90-day strength appeared to be affected more in the Dry regime than the CSA-A mix. Table 3.9

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 100Age (days)

Flex

ural

Str

engt

h (M

Pa)



Figure 3.7. Flexural strength of the Calcium Sulfoaluminate – A (CSA-A) mixes.

41

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



Figure 3.8. Flexural strength of the Calcium Sulfoaluminate – B (CSA-B) mixes.

42

Table 3.9 Flexural Target Strength Check on Calcium Sulfoaluminate – B Cement (CSA-B)

Curing Conditions Mix Design Strength at 4 Hours

Reach the Target Strength of 2.8 MPa at 4 Hours?

Target mix 3.42 Yes Standard 23ºC+ 97% RH +10% w mix 2.95 Yes Target mix 3.34 Yes Dry 20ºC+ 50% RH +10% w mix 3.20 Yes Target mix 3.13 Yes Cold 10ºC+ 50% RH +10% w mix 3.50 Yes

shows that both the target and +10% w mixes reached the target strength at 4 hours for all curing

regimes. Compared to CSA-A, this CSA-B cement could potentially be used in a Cold regime

and still achieve high early strength.

3.3.6 Calcium Aluminate Cement

Compared to all the other mixes, the most notable features of the CA mix are as follows

(Figure 3.9):

• the long-term strength at 90 days decreased instead of showing continuous

development; and

• over time, the strength under the Cold regime was lower than that under the Standard

regime.

The strength reduction over time observed in the CA concrete is well understood in terms

of the conversion process, described in Section 3.1.3 of this report. However, the strength

reduction was not observed under the Cold regime up to 90 days, which might be explained by

the fact that the slower hardening process also postponed the conversion process. Similar to all

the other mixes, under the Dry regime the flexural strength decreased, and then increased again

after one day.

43

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00



Figure 3.9. Flexural strength of the Calcium Aluminate (CA) mixes.

44

The target strength was achieved at 8 hours in all of the curing regimes, as shown in

Table 3.10.

Table 3.10 Flexural Target Strength Check on Calcium Aluminate Cement (CA) Curing Conditions Mix Design Strength at 8

hours 8-Hour Target Strength of 2.8 Reached?

Target mix 4.21 Yes Standard 23 C+ 97% RH +10% w mix 3.19 Yes Target mix 5.04 Yes Dry 20 C+ 50% RH +10% w mix 3.61 Yes Target mix 4.82 Yes Cold 10 C+ 50% RH +10% w mix 4.42 Yes

3.4 Flexural Strength by Curing Condition

Under the Standard curing regime, all six mixes developed flexural strength over time

following a pattern similar to that of compressive strength development. As shown in Figure

3.10, flexural strength continued to increase up to 90 days, except that the strength of the CA

concrete started to decrease between 14 days and 90 days due to the conversion process

(described in Section 3.1.3). The flexural strengths had a wide range among the 6 mixes; for

example, the-90-day strength ranged from 3.8 to 6.9 MPa. Most of the 90-day strength of the

mixes was achieved before 7 days.

The ranking of the flexural strengths at 7 days is

Type I/II < Type III-A < CSA-B < Type III-B < CSA-A ≅ CA

For comparison, the ranking of the compressive strength at 7 days was,

Type I/II < Type III-A < CSA-A ≅ Type III-B < CSA-B ≅ CA

These rankings show that the development of the flexural strength and compressive

strength was consistent except for the CSA mixes, which traded places.

45

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00


Figure 3.10. Flexural strength of the target mixes at 23ºC and 97 percent relative humidity (Standard curing regime).

Under the Cold curing regime (Figure 3.11), the most significant difference from the

Standard regime is that the flexural strength continued to increase rapidly up to the measurement

at 90 days. In spite of the early strength being lower for the specimens cured under the Cold

regime, the 90-day strengths were similar to those of the specimens cured under the Standard

regime. In contrast, the Dry curing regime (20ºC + 50% RH) had significantly lower long-term

strengths, as shown in Table 3.11. Recalling the discussion in Section 3.3, it can be concluded

that temperature and moisture have similar effects on the flexural strength as on the compressive

strength.

46

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00


Figure 3.11. Flexural strength of the target mixes at 10ºC and 50 percent relative humidity (Cold curing regime).

Table 3.11 90-day Flexural Strengths for the Three Curing Regimes Curing Conditions Type

I/II CSA-A Type

III-B CA Type

III-A CSA-B

Standard 23ºC+ 97% RH 3.74 5.38 6.95 6.83 5.14 5.46 Dry 20ºC+ 50% RH 2.68 4.64 4.70 5.16 4.40 4.39 Cold 10ºC+ 50% RH 4.65 5.65 7.94 6.44 6.20 5.60

However, under the Dry curing regime, the fluctuation of the flexural strength gain with

time occurred in all the mixes, as shown in Figure 3.12. The fluctuation consisted of strength loss

between 4, 8, and 12 hours or one day to 7 days, followed by strength recovery by 90 days. This

phenomenon was previously observed by several researchers investigating the effect of moisture

on the flexural strength of concrete.(37, 38) They presented two explanations for this:

47

0

1

2

3

4

5

6

7

8

9

0 20 40 60 80 1Age (days)

Flex

ural

Str

engt

h (M

Pa)

00


Figure 3.12. Flexural strength of the target mixes at 20ºC and 50 percent relative humidity (Dry curing regime).

1. Macro-level. Differential shrinkage develops on cross sections of the concrete

specimen. The outer layers shrink more than the inner layers so that tensile stresses

develop on the outer layers and compression stresses on the inside layers. These

stresses are self balanced, as illustrated in Figure 3.13. This process does not

influence the compressive loading capacity, but will decrease the tensile (flexural)

loading capacity.

2. Micro-level. Tensile stresses develop in the cement paste surrounding the more rigid

aggregate when the paste is undergoing drying shrinkage and the aggregates restrain

the change in volume. This results in a weaker bond between the two phases, which

affects the flexural strength.

48

Figure 3.13. Self-balanced stress on the beam cross section caused by drying shrinkage gradient.

Proper identification of the period during which strength decreases is important for

pavement applications. Removal of specimens from moist curing immediately after the target

strength is achieved could result in a temporary reduction in strength, which could contribute to

early cracking.

3.5 Comparison of Flexural and Compressive Strength Results

3.5.1 Variability of the Test Results

Two specimen replicates were used for each strength measurement. The coefficient of

variation (CV)—the ratio between the standard deviation and the mean value as a percentage—

was calculated for each pair. The CV is a measure of the precision of the test results and is used

to indicate 1) the quality control of the concrete mixing; and 2) the variability of the strength test.

49

Figure 3.14 shows the histograms of constant CV intervals and the cumulative

distribution function for both the compressive and flexural strength tests. From the cumulative

percentage curves alone (Figure 3.15), it can be seen that 80 percent of all the compressive

strength test pairs had a CV less than 6.6 percent, which is the precision required in ASTM C39.

Of the flexural strength test pairs, 70 percent had a CV less than 7.0 percent, which is the CV

reported from the multilaboratory data study in ASTM C 78.

Statistically, the compressive strength test had less variability than the flexural strength

test. For example, 68 percent of the compressive test pairs and 58 percent of the flexural strength

test pairs had a CV less than 5 percent, as shown in Table 3.12. It should be noted that the CV

requirements for the compressive strength test (ASTM C 39) (26) and the flexural strength test

(ASTM C 78) (25) were derived from conventional Portland cement, not high early strength

cement concrete.

The compressive strengths ranged from less than 10 to 80 MPa measured over time and

across all mixes. The flexural strengths ranged from 1 to 9 MPa over time and across all mixes.

Figure 3.16 shows the variation versus strength of each test pair and indicates that no correlation

exists between the variability and strength level, although some authors have reported that the

variation increases with strength.(39) No apparent correlation was found between the variability

of the strength test pair and the curing regimes of the specimens either, as shown in Figure 3.17.

However, variability of the tests is very different among the specimens with different

cements, as shown in Figure 3.18. No data is available in this study to attribute test variability to

inherent material variability in the lab or difference in the casting uniformity.

50

0

5

10

15

20

25

30

0% 1% 2% 3% 4% 5% 6% 7% 8% 9% 10%

11%

12%

13%

14%

15%

16%

17%

18%

19%

20%

21%

22%

23%

24%

25%

Mor

e

Coefficient of Variabilty Group

Freq

uenc

y

0%

20%

40%

60%

80%

100%

120%

FrequencyCumulative %

COA < 6.6% required by ASTMC39 for 2 replicates

Figure 3.14a. Compressive strength.

0

5

10

15

20

25

0% 1% 2% 3% 4% 5% 6% 7% 8% 9% 10%

11%

12%

13%

14%

15%

16%

17%

18%

19%

20%

21%

22%

23%

24%

25%

Mor

e

Coefficient of Variabilty Group

Freq

uenc

y

0%

20%

40%

60%

80%

100%

120%

FrequencyCumulative %

CV = 7.0% from multilabotory data (ASTM

CV = 5.7% from single operator (ASTM C78)

Figure 3.14b. Flexural strength.

Figure 3.14. Histogram of constant coefficient of variation intervals and cumulative distribution function for flexural and compressive strength tests.

51

0%

20%

40%

60%

80%

100%

120%

0% 1% 2% 3% 4% 5% 6% 7% 8% 9% 10%

11%

12%

13%

14%

15%

16%

17%

18%

19%

20%

21%

22%

23%

24%

25%

Mor

e

Coefficient of Variation Group

Cum

ulat

ive

% o

f Str

engt

h Te

sts

Flexural StrengthCompressive Strength

Figure 3.15. Comparison of the cumulative distribution for compressive and flexural strength tests.

3.5.2 Correlation between Tensile (Flexural) and Compressive Strength

It is known that the compressive strength and tensile strength are closely related. Both

characteristics are functions of cement type, aggregate type, and mix design. However, there is

no direct proportionality between the two tests.(33)

Figure 3.19 shows a plot of the average flexural strengths versus compressive strengths,

including all the curing ages and curing conditions. The general trend is that greater compressive

strength indicates greater tensile strength, however, a great deal of variability exists in this

relationship. For example, the regression shown in Figure 3.19 using a power relation has an R-

squared value of 0.6. This is in part due to the different effects of strength parameters of various

conditions: mix design, curing age, and curing condition.

52

53

Table 3.12 Coefficient of Variation of the Strength Tests Flexural Strength Compressive Strength

CV Number of Tests Cumulative % Number of Tests Cumulative % 0% 0 .00% 2 1.41% 1% 20 13.99% 25 19.01% 2% 20 27.97% 24 35.92% 3% 15 38.46% 19 49.30% 4% 16 49.65% 17 61.27% 5% 12 58.04% 9 67.61% 6% 8 63.64% 10 74.65% 7% 7 68.53% 9 80.99% 8% 5 72.03% 6 85.21% 9% 4 74.83% 7 90.14% 10% 9 81.12% 1 90.85% 11% 3 83.22% 2 92.25% 12% 4 86.01% 2 93.66% 13% 4 88.81% 2 95.07% 14% 3 90.91% 1 95.77% 15% 3 93.01% 0 95.77% 16% 0 93.01% 0 95.77% 17% 4 95.80% 1 96.48% 18% 3 97.90% 0 96.48% 19% 2 99.30% 0 96.48% 20% 1 100.00% 0 96.48% 21% 0 100.00% 1 97.18% 22% 0 100.00% 0 97.18% 23% 0 100.00% 1 97.89% 24% 0 100.00% 2 99.30% 25% 0 100.00% 0 99.30% More 0 100.00% 1 100.00%

Figure 3.20 shows the same data divided into 3 groups by curing condition. It is clear that

compared to the Standard curing regime, the Dry curing regime affected the flexural strength

more than the compressive strength. Figure 3.21 shows the data divided into 6 groups by mix.

Except for the Type I/II mix, the mixes all followed the general rule that flexural strength

increases with compressive strength.

0%

5%

10%

15%

20%

25%

0 10 20 30 40 50 60 70 80 9

Compressive Strength (MPa)

Coe

ffici

ent o

f Var

iabi

lity

0


0%

5%

10%

15%

20%

25%

0 1 2 3 4 5 6 7 8 9

Flexural Strength (MPa)

Coe

ffici

ent o

f Var

iabi

lity


Figure 3.16. Variation of results versus measured strength for compressive and flexural strength tests.

54

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0% 1% 2% 3% 4% 5% 6% 7% 8% 9% 10%

11%

12%

13%

14%

15%

16%

17%

18%

19%

20%

21%

22%

23%

24%

25%

Mor

e

Coefficient of Variation

Cum

ulat

ive

% o

f Com

pres

sive

Str

engt

h Te

st

10ºC+ 50% RH (Cold)

20ºC+ 50% RH (Dry)

23ºC+ 97% RH (Standard)

Figure 3.17. Compressive strength test variability by curing condition.

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27

Coefficient of Variation

Cum

ulat

ive

Dis

trib

utio

n


Figure 3.18. Flexural strength test variability by cement type.

55

y = 0.3059x0.7066

R2 = 0.6529

0

1

2

3

4

5

6

7

8

0 10 20 30 40 50 60 70 80Compressive Strength (MPa)

Flex

ural

Str

engt

h (M

Pa) Experiment Data

Power (Experiment Data)

Figure 3.19. Correlation of compressive strength and flexural strength test results.

y = 0.2842x0.7519

R2 = 0.8393

y = 0.1494x0.8693

R2 = 0.7526

y = 0.4715x0.5984

R2 = 0.5995

0

1

2

3

4

5

6

7

8


Flex

ural

Str

engt

h (M

Pa)

20ºC+ 50% RH (Dry)10ºC+ 50% RH (Cold)23ºC+ 97% RH (Standard)Power (10ºC+ 50% RH (Cold))Power (20ºC+ 50% RH (Dry))Power (23ºC+ 97% RH (Standard))

Figure 3.20. Correlation of compressive strength and flexural strength test results by curing condition.

56

0

1

2

3

4

5

6

7

8


Flex

ural

Stre

ngth

(MPa

)

Type I/IITypeIII-BTypeIII-A

Figure 3.21a. Portland cements (Type I/II, Type III-A, and Type III-B).

0

1

2

3

4

5

6

7

8


Flex

ural

Stre

ngth

(MPa

)

CACSA-ACSA-B

Figure 3.21b. Calcium Sulfoaluminate (CSA-A, CSA-B) and Calcium Aluminate (CA).

Figure 3.21. Correlation of concrete compressive strength and flexural strength test results by cement type.

57

Although no unique correlation exists among the two strengths, the tensile strength (ft)

has been related to compressive strength (fc), and for portland cement mixes, it ranged between a

lower limit and an upper limit .(40) Figure 3.22 shows

that most of the data from this study fall between the two limits.

2/30.95( /10)t cf f= 2/31.85( /10)t cf f=

Generally, the tensile strength (herein referred to as flexural strength) increased with the

compressive strength, but non-linearly and at a lower rate. In other words, the greater the

compressive strength, the lower the tensile/compressive strength ratio. The ratio is determined by

various factors that affect both the concrete matrix and the transition zone. Figure 3.23 shows the

flexural/compressive ratio with compressive strength for all data grouped by curing regime. The

data indicate the overall trend of a reduced tensile/compressive strength ratio with increased

compressive strength level, especially for those data obtained from the specimens in the Standard

0

1

2

3

4

5

6

7

8

0 20 40 60 80 100Compressive Strength (MPa)

Tens

ile S

treng

th (M

Pa)

Lower bound

Upper bound

Experiment data (converteddirect tensile strength)

Figure 3.22. Estimation of tensile strength from compressive strength test results.

58

0%

5%

10%

15%

20%

25%


Flex

ural

/Com

pres

sive

Str

engt

h R

atio

20ºC+ 50% RH (Dry)10ºC+ 50% RH (Cold)23ºC+ 97% RH (Standard)Power (23ºC+ 97% RH (Standard))Power (20ºC+ 50% RH (Dry))Power (10ºC+ 50% RH (Cold))

Figure 3.23. Ratio of flexural to compressive strength for a range of compressive strengths.

curing regime (23ºC + 97% RH) and the Cold regime (10ºC + 50% RH). The

tensile/compressive strength ratio from the Standard and Cold regimes varied from 10 to 15

percent (note that flexural strength is greater than direct tensile strength). However, the data

obtained from the Dry curing regime (20ºC + 50% RH) does not appear to follow this trend and

the ratios as a whole were lower than those from the Standard and Cold curing regimes. The

early drying shrinkage and the shrinkage gradient in the Dry curing regime had a stronger effect

on flexural strength than on compressive strength, which resulted in the lower ratio. It is possible

that this early detrimental effect is much greater for flexural strength than compressive strength

so that the flexural strength is low regardless of compressive strength, resulting in poor

correlation between the tensile/compressive strength ratio and the compressive strength.

59

3.6 Prediction of Modulus of Elasticity from Compressive Strength

ACI building Code 318-99 (41) provides a correlation that has the elastic modulus Ec

proportional to the compressive strength fc (28-day strength) raised to the power 0.5:

• for concrete density wc between 1500 and 2500 kg/m3, 1.50.043c cE w= cf (MPa)

• for normal weight concrete, 4700c cE f= (MPa)

Figure 3.24 shows the measured Ec versus Ec calculated by fc at 28 days, according to the

correlation given in ACI -318 for normal weight concrete. The Standard curing regime (23ºC +

97% RH) resulted in a good fit. From the non-standard curing conditions, the tested results

deviated from the predicted values.

At other curing ages, however, such a correlation doesn’t necessarily exist. It is known

that the strength and the modulus of elasticity are not influenced by curing age to the same

15000

17000

19000

21000

23000

25000

27000

29000

31000

15000 20000 25000 30000 35000 Elastic Modulus by Experiment (MPa)

Elas

tic M

odul

us C

alcu

late

d by

AC

I-318

(MPa

)

28 day data Line of Equality

20ºC+ 50% RH (Dry)

23ºC+ 97% RH (Standard)

10ºC+ 50% RH (Cold)

Figure 3.24. Compressive strength and modulus of elasticity at 28 days.

60

degree (33), and at later ages (from three months to one year) the elastic modulus increases faster

than compressive strength. Figure 3.25 shows the data from this study obtained from early age

up to 90 days, in which each compressive strength and elastic modulus was normalized to the

initial measurement. The data points of each mix were from different curing ages, connected by

solid lines in sequence. It is clear that the development of the elastic modulus with curing age did

not follow the compressive strength, and the two properties do not have a unique correlation. The

relationship among them depend on both the age and cement type. It is possible that the chemical

interactions between the cement pastes and aggregates in the transition zone vary for different

cement types and curing ages.

In summary, the estimation of the elastic modulus from compressive strength by ACI-

318, or vice versa, is only valid for 28-day strength and the standard curing regime, and it should

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

0.6 0.8 1 1.2 1.4 1.6 1.8 2Compressive Strength (normalized to the initial measurement)

Mod

ulus

of E

last

icity

(nor

mal

ized

to th

e in

itial

mea

sure

men

t)

CACSA-ACSA-BType I/IIType III-BType III-ALine of Equality

Figure 3.25. Compressive strength and modulus of elasticity by specimen age.

61

not be used at other ages and for other curing conditions. This is important because the elastic

modulus is a key variable for calculating slab stresses due to differential shrinkage (warping) and

temperature gradient (curling) for early-age cracking.

3.7 Importance of Variables for Strength Development

From the data developed in this study, it is clear that both compressive and flexural

concrete strength are influenced by the coupled effects of cement type, curing regime, and

specimen age, and that these couplings become more complicated when the variable of

water/cement ratio is added. A statistical sensitivity analysis was performed to better understand

the importance of these factors in the strength development and to evaluate each factor level. The

analysis was performed using the statistical software S-Plus.

Figure 3.26 shows the overall sensitivity analysis of the compressive and flexural

strength to the variables in this study: water/cement ratio, cement type, and curing regime. The

long horizontal bar in this figure and similar figures that follow is the average strength from all

data. Each vertical bar represents a variable for analysis, labeled on the horizontal axis. Each

short horizontal bar on the vertical bars represents the mean value of the data for that factor level.

The length of the vertical bars gives the range of values by changing the factor levels inside a

variable. The wider the range, the more sensitive the strength is to that variable.

Overall observations shown in Figure 3.26 are as follows:

1. Cement type is the single biggest factor for the strength development, followed by

curing regime and water/cement ratio.

2. The average strength level ranks the same for compressive and flexural strength

CA> Type III-B>CSA-B≅CSA-A>Type III-A>Type II.

62

20

26

32

38

44

50M

ean

ofC

ompr

essi

veS

treng

th

Compressive strength

CA

CSA-A

CSA-B

Type I/II

Type III-B

Type III-A

+10% w

Target

10ºC + 50% RH

20ºC + 50% RH23ºC + 97% RH

Cement Type Mix Design Curing Regime


2.7

3.2

3.7

4.2

4.7

5.2

Mea

nof

Fle

xura

l Str

engt

h

Flexural Strength

CA

CSA-ACSA-B

Ty pe I/II

Ty pe III-B

Ty pe III-A

+ 10% w

Target 10ºC + 50% RH

20ºC + 50% RH

23ºC + 97% RH

Cement Ty pe Mix Design Curing Regime


Figure 3.26. Factors analysis for compressive (a) and flexural (b) strength development.

63

3. The flexural strength is somewhat more sensitive to an increase in the water/cement

ratio than compressive strength.

4. The curing regimes have different effects on the compressive and flexural strengths.

On average, the Dry regime (20ºC + 50% RH) is the most detrimental for flexural

strength, while the Cold regime (10ºC + 50% RH) is the most detrimental for

compressive strength.

Figure 3.27 shows in detail how the curing type, water/cement ratio, and age affect the

flexural strength for each cement type. It can be seen that age is the most important factor in the

strength development for each of the cements, with the exception of Type I/II. Particularly

notable are the following qualitative observations:

1. The Type I/II mix is more sensitive to curing regime than curing age. Two possible

reasons for this are, a) the overall strength level is low for this concrete so that the

difference in strengths over age is not as significant; b) the 15 percent fly ash content

made this concrete more sensitive to the curing regime.

2. Among the six mixes, the CA mix is most sensitive to water/cement ratio.

3. Among the six mixes, the Type III-A mix is least sensitive to curing regime.

Figure 3.28 shows the sensitivity of the flexural/compressive strength ratio to cement

type, curing regime, and water/cement ratio. The flexural/compressive strength ratio is most

sensitive to curing regime, then cement type, and then least sensitive to water/cement ratio. The

Cold curing regime resulted in a larger flexural/compressive strength ratio, and the Dry regime

resulted in a smaller flexural/compressive strength ratio, as the curing condition ranked as

follows in favor of the ratio:

10ºC + 50% RH > 23ºC + 97% RH > 20ºC + 50% RH Cold > Standard > Dry

64

M

ean

ofF

lexu

ralS

tren

gth

+10% w

Target 10ºC + 50% RH

20ºC + 50% RH

23ºC + 97% RH

14 d.28 d.7 d.

90 d.

Mix Design Curing Regime Age

2

1

3

4

Figure 3.27a. Type I/II Portland cement.

2

3

4

5

Mea

nof

Fle

xura

lStr

engt

h

+10% w

Target 10ºC + 50% RH20ºC + 50% RH23ºC + 97% RH

12 hr.

1 d.

7 d.

90 d.


Figure 3.27b. Type III-A Portland cement.

3

4

5

6

Mea

nof

Flex

ural

Stre

ngth

+10% wTarget

10ºC + 50% RH

20ºC + 50% RH

23ºC + 97% RH8 hr.

1 d.

7 d.

90 d.


Figure 3.27c. Type III-B Portland cement.

3

4

5

6

Mea

nof

Flex

ural

Stre

ngth

+10% wTarget

10ºC + 50% RH

20ºC + 50% RH

23ºC + 97% RH

4 hr.

1 d.

111 d.

7 d.

90 d.


Figure 3.27d. Calcium Sulfoaluminate A (CSA-A)

3

4

5

6

Mea

nof

Flex

ural

Stre

ngth

+10% w

Target10ºC + 50% RH

20ºC + 50% RH

23ºC + 97% RH 4 hr.

1 d. 100 d.

7 d.

90 d.


Figure 3.27e. Calcium Sulfoaluminate B (CSA-B).

Mea

nof

Flex

ural

Stre

ngth

+10% w

Target

10ºC + 50% RH

20ºC + 50% RH

23ºC + 97% RH

8 hr.

1 d.

7 d.

90 d.


3

4

5

6

Figure 3.27f. Calcium Aluminate (CA).

Figure 3.27. Factors analysis for flexural strength development for all cement types.

65

0.08

0.09

0.10

0.11

0.12

0.13M

ean

ofR

atio

Flexural/Compressive Strength Ratio

CACSA-ACSA-B

Type I/II

Type III-B

Type III-A

+10% w

Target

10ºC + 50% RH

20ºC + 50% RH

23ºC + 97% RH

Cement Type Mix Design Curing Regime

Figure 3.28. Factors analysis for the flexural/compressive strength ratio.

3.8 Conclusions

The following conclusions can be drawn from the results presented in this chapter:

1. Among the variables of cement type, curing condition, and water/cement ratio, the

cement type is the factor that most affects both compressive and flexural strength.

2. After cement type, the strength is influenced most by curing age, followed by curing

regime and water/cement ratio.

3. The Dry curing regime is more detrimental to flexural strength than compressive

strength because of the tensile stresses developed as a result of a drying shrinkage

gradient in the beam.

66

4. The flexural strength is less under the dry curing environment than under the moist

curing environment.

5. A universal correlation does not exist between compressive strength and flexural

strength but depends primarily on concrete mix and curing regime. However, there is

a bounded correlation. Although the compressive strength test had less variability

than the flexural strength test, the coefficients of variation were similar. Therefore,

continued use of the flexural test for pavement design and quality control is

recommended because the compression does not measure the strength properties

controlling performance (tension) and not much is gained from using the compression

test in terms of reduced variability.

6. The elastic modulus and the compressive strength can be related by ACI-318,(41) but

only for 28-day data and for portland cement mixes under standard curing conditions.

The correlation at 28 days for non-portland cement was not examined as part of this

study and needs further investigation. The correlation given by ACI-318 is not

intended for other ages of concrete or other curing conditions, as confirmed by the

data produced by this study.

67

68

4.0 SHRINKAGE TEST RESULTS

The objective of this part of the study is to evaluate the free shrinkage of the concrete

mixes and to characterize the influence of certain basic parameters of this deformation. Drying

shrinkage, the most common reason for dimensional changes in concrete, is due to the loss of

water from the mix to the surrounding environment. This deformation, when restrained, can lead

to cracking of concrete pavement, especially at early ages when the tensile strength has not

sufficiently developed to resist the shrinkage-induced tensile stress. The drying shrinkage

characteristics must be known and understood for a candidate concrete mix in order to properly

design concrete pavements. Drying shrinkage characteristics are used with the strength gain

properties to evaluate the risk of early-age cracking, and used with strength and traffic load to

evaluate long term cracking risk.

The cementitious materials included in this study may be classified into three categories:

portland cements and blends, calcium aluminate cements and blends, and calcium sulfoaluminate

cements. Since many of the cementitious materials under consideration have not been used

extensively for pavement construction in the United States, it is essential to characterize their

dimensional stability under various exposures. In this study, the six concrete mixes were

designed to achieve the target flexural strength at the specified age. The mix design variables

were: cement type, water/cement ratio, cement content, aggregate, aggregate cement ratio

(volumetric ratio), chemical admixtures. As these mix designs were “optimized” to meet a target

strength at a particular age, their dimensional stability needs to be addressed in order to have a

comprehensive evaluation of their application to concrete pavement construction. In order to

simulate the various climatic exposures, four curing regimes were used to represent variations in

both moisture and temperature (Table 2.7). The correlation of drying shrinkage with

environmental moisture content is well understood in the literature, but the temperature

69

dependency of shrinkage is rather unsystematic, and seems to depend on the cement type

used.(42)

In this chapter, the experiment results for each mix design are presented first, with the

discussion focused on the how the curing regimes and water/cement ratio influence both the

early dimensional change and development of drying shrinkage. For this purpose, both the

mortar shrinkage and concrete shrinkage are presented for each concrete mix. The mix designs

under each curing condition are then compared against each other. Finally, the effects of the mix

and curing variables are evaluated for their statistical significance, and conclusions and

recommendations are presented.

4.1 Basic Principles of Shrinkage

Shrinkage after hardening of concrete is defined as the decrease of concrete volume

caused by changes in the moisture content of concrete and physico-chemical changes, without

stress attributable to actions external to the concrete (ACI-209R).(43) The total shrinkage is

made up of three kinds of shrinkage, as follows:

1. Drying shrinkage. When water moves out of a porous body which is not fully rigid,

contraction takes place;(35)

2. Autogenous shrinkage. Contraction takes place in the volume of cement and water

with the hydration process. For instance, the hydration products of portland cements

have a volume about 7 percent less than the reagents.(44)

3. Carbonation shrinkage. Contraction takes place as the various hydration products

are carbonated in the presence of CO2.

It should be noted that the total measured dimensional change is called shrinkage in this

report, meaning that it is the decrease in the volume in a controlled environment. No effort was

70

made to differentiate between the drying shrinkage, autogenous shrinkage, and carbonation

shrinkage.

Moisture and temperature are the two primary factors causing dimensional change in the

concrete. The physical interaction of moisture content and concrete’s volumetric change can be

understood by looking at a few basic equations critical to the phenomenon. First the Kelvin

equation provides the vapor pressure (relative humidity) above a meniscus in a cylindrical pore

of radius r as:

( )rRT

VRH mγ2

ln−

= (4)

where RH is the relative humidity, is the surface tension of the pore solution (N/m),

Vm is its molar volume (m3/mol), r is the radius of the largest water-filled cylindrical pore (m), R is the universal gas constant (8.314 J/(mol·K)), and T is absolute temperature (K).

This equation indicates that as internal relative humidity decreases, the surface tension

will increase and, at a same relative humidity, as temperature increases, surface tension will

increase. Note that the capillary tension, cap (Pa), in the pore liquid is given by:

(5) rcapγσ 2

=

So, as the water loss in concrete proceeds, the capillary tension increases, causing the solid

phases in concrete to contract.

Besides the physical interaction of the moisture and the dimensional change, the chemical

reactions under different moisture and temperature conditions also influence the dimension of a

concrete.

71

72

4.2 Expansion at Three Days

Shrinkage specimens were cured under the four regimes shown in Table 2.7. They were

first cured for three days in lime water at their respective curing temperatures (20, 23, 10, and

40ºC) before being placed under the curing regime.

At 20ºC, all six mixes except Type II exhibited expansion, as shown in Figure 4.1. The

average expansion of the six mixes was less than 100 microstrain. The phenomenon of expansion

at early age in portland cements is primarily caused by absorption of water by the Calcium

silicate hydrates (C-S-H) hydration products and is well known. The water molecules act against

the cohesive force of the cement and tend to force the gel particles farther apart resulting in an

expansion pressure.(35) Powers explained that ingress of water also makes the surface tension of

the gel decrease, which causes a further small expansion.(44) Internal pressure from the growth

of the C-S-H network or the ettringite formation has also been proposed as a contribution to the

expansion, for instance in the calcium sulfoaluminate cements.(45)

At 20ºC, the expansion ranks in the order:

Type II < Type III-A < CSA-B=CA < Type III-B < CSA-A

The CSA-A expanded the most because the major matrix material is ettringite, which is

expansive. Comparing the two CSA cements, the CSA-B cement exhibited less expansion than

the CSA-A, which may be caused by the difference in their chemical compositions. As shown in

Table 2.2, the CSA-B has only two main compounds, C4A3 S and C2S, while the CSA-A has six

compounds of C2S, C3S, C4AF, C3A, C S , and C4A3 S . Hydration of C2S produces less lime than

C3S (Equation 2 in Section 3.2). The ettringite formed under conditions of low alkalinity has

been found to be not expansive,(46) which could explain why the CSA-B cement exhibited less

expansion than CSA-A at three days.

-100

-80

-60

-40

-20

0

20

40

60

80

100

Type I/II Type III-A CSA-B CA Type III -B CSA

Stra

in (m

icro

stra

in)

target mixes

+10% w mixes

Figure 4.1. Expansion at 3 days, 20ºC.

Figures 4.2–4.7 show the dimensional change of the six mixes under each of the four

curing regimes. The higher temperature of the (Hot curing regime) caused considerable

expansion in all mixes. At 10ºC (Cold curing regime), all of the mixes contracted, indicating that

the contraction caused by the lower temperature is greater than the expansion caused by ettringite

formation. The volume change of the concretes at this age came both from the thermal effect and

the moisture diffusion between the capillary pores and the gel.

When a concrete is heated, the expansion pressure is increased as the capillary surface

tension is decreased, and the expansion effect overcomes the contraction by loss of the gel water.

When the concrete is cooled, the contraction by the diffusion of the capillary water to the gel

pore overcomes the gel expansion by absorption of water.(35)

73

-200

-100

0

100

200

300

400

10ºC 10ºC 10ºC 20ºC 20ºC 20ºC 23ºC 23ºC 23ºC 40ºC 40ºC 40ºC

Stra

in (m

icro

stra

in)

target, water/cement = 0.42

+10% w, water/cement = 0.46

Figure 4.2. Dimensional change of Type I/II portland cement at 3 days for all curing regimes.

-200

-100

0

100

200

300

400


Stra

in (m

icro

stra

in)



Figure 4.3. Dimensional change of Type III-A portland cement at 3 days for all curing regimes.

74

-200

-100

0

100

200

300

400


Stra

in (m

icro

stra

in)



Figure 4.4. Dimensional change of Type III-B portland cement at 3 days for all curing regimes.

-200

-100

0

100

200

300

400


Stra

in (m

icro

stra

in)

target, water/cement=0.37+10% w, water/cement = 0.41

-525.4-493.9

956.2

Figure 4.5. Dimensional change of Calcium Sulfoaluminate cement – A (CSA-A) at 3 days for all curing regimes.

75

-200

-100

0

100

200

300

400


Stra

in (m

icro

stra

in)



Figure 4.6. Dimensional change of Calcium Sulfoaluminate cement – B (CSA-B) at 3 days for all curing regimes.

-200

-100

0

100

200

300

400


Stra

in (m

icro

stra

in)



Figure 4.7. Dimensional change of Calcium Aluminate cement (CA) at 3 days for all curing regimes.

76

For the non-portland cements, the various curing temperatures could have also affected

the hydrates formed. For example, the hydration of the CA cement is sensitive to temperature.

The expansion of CA cement (Figure 4.7) at 40ºC did not exceed the expansion at other

temperatures as much as for the other cements. As explained in Section 3.1.3, this is because at

40ºC, the metastable phase CAH10 no longer forms and the stable hydrate C3AH6 occurs early.

Compared with the metastable phases, C3AH6 combines less water and has less porosity, and

therefore experiences less expansion.

It is interesting to note that the effect of the water/cement ratio on the volume change

varies for the different cement types, especially at the high temperature (40ºC). For example, the

calcium aluminate (CA) cement and the Type I/II cement mixes showed more expansion as 10

percent more water was used, while the opposite occurred for the fast-setting CSA mixes and the

Type III mixes. At the lower temperature of 10ºC, the net volume change is small and the effect

of water content is reduced.

4.3 Shrinkage by Cement Type

After three days, all of the concrete and mortar specimens were removed from the water

and maintained at the temperature and humidity conditions of the four curing regimes shown in

Table 2.7. Thereafter, the volume change of the specimens was calculated based on the length

measured at three days. Under these isothermal conditions, the measured volumetric change was

deemed shrinkage because the moisture loss was the primary factor. However, continued

physico-chemical changes inside the cement could also cause the deformation in the specimens,

so the observed shrinkage is not necessarily completely attributable to moisture conditions.

77

4.3.1 Type I/II Portland Cement + 15 Percent Fly Ash

As shown in Figure 4.8, the shrinkage was similarly small for both the concrete and

mortar under the Standard and Cold regimes. For the Cold regime, the low temperature results in

a low vapor pressure, which offsets the effect of the low moisture content.

Under the low humidity of the Dry curing regime, the shrinkage in both the concrete and

mortar was significantly greater than for the other curing regimes. For example, the 90-day

shrinkage was 631 microstrain in the concrete, compared with 52 microstrain under the Standard

curing regime. The shrinkage in the mortar was greater than in the concrete (781 microstrain at

90 days). The shrinkage under the Dry and Hot regime was similar to that under the Dry regime

in both the concrete and mortar specimens. It can be seen that both the temperature and the

humidity under which the specimens were cured had significant effects on shrinkage.

4.3.2 Type III-A Portland Cement

As shown in Figure 4.9, the temperature and moisture content had similar effects on Type

III-A cement as on the Type I/II. However, the shrinkage in the Type III-A cement was much

greater than that of the Type I/II mix.

When the temperature was 10ºC (Cold curing regime) or the moisture was 97 percent RH

(Standard regime), the shrinkages in the Type III-A concrete and mortar specimens were less

than 200 microstrain through 90 days. In the Type III-A concrete specimens, the Dry, and Dry

and Hot curing regimes resulted in greater shrinkage, up to 845 microstrain and 945 microstrain

at 90 days in concrete, respectively (Figure 4.9). The shrinkage of mortar in these 4 regimes

follows the same trend as the concrete, except that the shrinkage was greater in the mortar

specimens.

78

-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100

10ºC - 50% RH (Cold)20ºC - 50% RH (Dry)23ºC - 97% RH (Standard)40ºC - ~0% RH (Dry and Hot)

Figure 4.8a. Concrete specimens.

-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100


Figure 4.8b. Mortar specimens.

Figure 4.8. Shrinkage of the Type I/II portland cement concrete and mortar specimens.

79

-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



Figure 4.9. Shrinkage of the Type III-A portland cement concrete and mortar specimens.

80

4.3.3 Type III-B Portland Cement

The shrinkage curves for the Type III-B cement concrete and mortar specimens with

respect to time are shown in Figure 4.10.

The shrinkage of the Type III-B cement mortar bar was very similar to that of the Type

III-A, across all the curing regimes, as shown in Table 4.1. Despite the fact that the two Type III

cements were from different manufacturers, the relative performance of both Type III cements is

expected be consistent due to the ASTM specifications on chemical compositions. The slight

difference is likely attributable to the different water/cement ratios of the two mixes—the

water/cement ratio was 0.36 for Type III-B and 0.38 for Type III-A.

Table 4.1 Mortar Bar Shrinkage in Type III-A and Type III-B Cements Curing type Specimen Age

(days) Type III-A (microstrain) Type III-B (microstrain)

3 0.0 0.0 7 -77.1 -73.6 14 -136.6 -98.1 28 -176.3 -86.4

Cold: 10ºC, 50% RH

90 -158.8 -170.5 3 0.0 0.0 7 -347.9 -428.5 14 -542.9 -665.5 28 -762.4 -709.9

Dry: 20ºC, 50% RH

90 -845.3 -829.0 3 0.0 0.0 7 -87.0 -136.6 14 -105.7 -130.8 28 -129.0 -17.5

Standard: 23ºC, 97% RH

90 -192.1 21.0 3 0.0 0.0 7 -601.3 -658.5 14 -874.5 -916.5 28 -955.0 -958.6

Dry and Hot: 40ºC, humidity not controlled

90 -1027.4 -1109.2

81

-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



Figure 4.10. Shrinkage of the Type III-B portland cement concrete and mortar specimens.

82

As shown in Figure 4.10 the shrinkage of the Type III-B concrete mix was also similar to

that of cement Type III-A for all curing regimes, except that the absolute values were smaller.

The difference could be attributable to different types of aggregate—crushed stone was used in

the Type III-B mix; rounded gravel was used for the Type III-A mix.

4.3.4 Calcium Sulfoaluminate Cement A (CSA-A)

As shown in Figure 4.11, negligible shrinkage occurred in both the concrete and mortar

specimens of the CSA-A cement under the Standard (23 microstrain at 90 days in the concrete)

and Cold regimes (51 microstrain at 90 days in the concrete).

For the concrete cured under the Dry regime, the shrinkage increased steadily to 370

microstrain at 90 days, which was low compared to 631.6 microstrain for the Type I/II concrete.

However, under Dry and Hot curing regime, the shrinkage increased significantly to 614

microstrain at 90 days.

It is interesting to note that up to 28 days, the mortar showed a similar amount of

shrinkage as the concrete under both the Dry and Oven curing regimes. This would suggest that

the addition of coarse aggregate did reduce the shrinkage. It is also interesting to note that the

concrete did not exhibit expansion under the Standard curing regime, which may be due to the

fact that the expansive ettringite matrix had already formed at 3 days.

4.3.5 Calcium Sulfoaluminate Cement B (CSA-B)

The CSA-B concretes showed shrinkage once removed from the water under all of the

curing regimes. It can be seen in Figure 4.12 that the early shrinkage of this mix was more

sensitive to temperature than moisture conditions, as no difference is found between the Standard

curing regime and Dry curing regime at 7 days.

83

-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



Figure 4.11. Shrinkage of the Calcium Sulfoaluminate – A (CSA-A) concrete and mortar specimens.

84

-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



Figure 4.12. Shrinkage of the Calcium Sulfoaluminate – B (CSA-B) concrete and mortar specimens.

85

The trend is that higher temperature causes increased shrinkage. This result is probably

related to the stability of ettringite, which can be transformed from needle-like crystals to a

prismatic tile form with increased temperature.(47) Similar trends were found in the mortar

specimens.

Similar to the CSA-A mix, the CSA-B mortar showed a similar amount of shrinkage as

the concrete, with the coarse aggregate in the mix not reducing the shrinkage.

Note that even when enough moisture was present under the standard curing regime, the

shrinkage of the concrete specimens continued until 28 days, or sometime between 28 days and

90 days, however, this was not true of the mortar specimens. There could be a temporary period

when moisture was not accessible to the concrete specimens, and between 28 days and 90 days

the concrete started to expand because of late ettringite formation as the unhydrated clinker

continued to react with water when it was available again.

4.3.6 Calcium Aluminate Cement (CA)

The shrinkage curves of the CA concrete and mortar are shown in Figure 4.13. Under the

Standard curing regime, the CA concrete mix did not shrink, rather it expanded continuously to

90 days with a total of 155 microstrain expansion. The mortar specimens exhibited shrinkage

before 14 days and expanded afterward, possibly because the moisture was temporarily not

accessible.

Under the Dry curing regime, the concrete showed significant shrinkage, and the

shrinkage occurred more rapidly than for the portland cements. As shown in Table 4.2, nearly

half of the total shrinkage in the CA cement concrete samples occurred by 7 days (210

microstrain), compared to about 14 days for the Type I/II mix. After 28 days, the shrinkage rate

decreased. At 90 days, shrinkage in the CA concrete specimens reached 443 microstrain.

86

-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



-1500

-1300

-1100

-900

-700

-500

-300

-100

1000 20 40 60 80

Time (days)

Shr

inka

ge (m

icro

stra

in)

100



Figure 4.13. Shrinkage of the Calcium Aluminate (CA) concrete and mortar specimens.

87

88

Table 4.2 Ratio of Shrinkage/Total Shrinkage in Concrete Specimens at 90 days, 20ºC and 50 Percent Relative Humidity, (Dry Curing Regime)

Concrete Type Age (days) Type I/II Type III-A Type III-B CSA-A CSA-B CA 3 0.00 0.00 0.00 0.00 0.00 0.00 7 0.19 0.32 0.40 0.40 0.44 0.47 14 0.42 0.49 0.59 0.59 0.67 0.74 28 0.81 0.78 0.89 0.82 0.93 0.94 90 1.00 1.00 1.00 1.00 1.00 1.00 90 day shrinkage (microstrain) -340 -370 -443 -631 -718 -845

The mortar specimens showed enormous shrinkage up to 600 microstrain at 7 days under

the Dry curing regime. It is notable that the coarse aggregate in the concrete significantly

reduced the shrinkage compared the mortar mix, in contrast to the CSA cements.

Under the Cold curing regime, the shrinkage was reduced dramatically. For example, the

shrinkage was 51 microstrain at 28 days, and 29 microstrain at 90 days. The results show that

both temperature and moisture are equally important for the shrinkage of CA concrete. Under the

Dry and Hot curing regime, the total shrinkage at 90 days was 392.3 microstrain, which is

similar to that under the Dry curing regime.

4.4 Shrinkage by Curing Condition

Figure 4.14 shows the shrinkage of all the concrete mixes under each curing condition

over time. Figure 4.15 shows the shrinkage of the mortar specimens.

4.4.1 Standard Curing Regime

Under the Standard curing regime, the shrinkage in all the concrete and mortar specimens

was negligible. All of the mixes showed dimensional fluctuation, with alternating shrinkage and

expansion, as shown in Table 4.3. The dimensional change of the specimens must be related to

-1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80

Time (days)

Shrin

kage

(mic

rost

rain

)

Type I/IType IIIType IIICSA-ACSA-BCA

Figure 4.14a. 23ºC + 97%RH (Standard). -1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80

Time (days)

Shrin

kage

(mic

rost

rain

)


Figure 4.14c. 20ºC + 50% RH (Dry).

89

Figure 4.14. Shrinkage of the concrete specimen

100

I-A-B

-1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80 100

Time (days)

Shrin

kage

(mic

rost

rain

) Type I/IIType III-AType III-BCSA-ACSA-BCA

Figure 4.14b. 10ºC + 50%RH (Cold)

100

-1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80 100

Time (days)

Shrin

kage

(mic

rost

rain

)


Figure 4.14d. 40ºC + ~0% RH (Dry and Hot).

s at all four curing regimes.

-1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80

Time (days)

Shrin

kage

(mic

rost

rain

)


Figure 4.15a. 23ºC + 97%RH (Standard). -1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80

Time (days)

Shrin

kage

(mic

rost

rain

)

Type I/IType IIIType IIICSA-ACSA-BCA

Figure 4.15c. 20ºC + 50% RH (Dry).

90

Figure 4.15. Shrinkage of the mortar specimens

100

-1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80 100

Time (days)

Shrin

kage

(mic

rost

rain

)


Figure 4.15b. 10ºC + 50%RH (Cold)

100

I-A-B

-1500

-1300

-1100

-900

-700

-500

-300

-100

100

3000 20 40 60 80 100

Time (days)

Shrin

kage

(mic

rost

rain

)


Figure 4.15d. 40ºC + ~0% RH (Dry and Hot).

for all four curing regimes.

Table 4.3 Ratio of Shrinkage/Total Shrinkage in Concrete Samples at 90 days, 23ºC and 97 Percent Relative Humidity (Standard Curing Regime)

Age CSA-B CSA-A CA Type III-A Type I/II Type III-B 3 0.00 0.00 0.00 0.00 0.00 0.00 7 -1.69 1.80 0.72 1.28 -0.49 1.17 14 -2.91 -0.30 1.28 1.35 1.42 0.38 28 -3.34 1.05 1.76 4.13 1.71 1.09 90 1.00 1.00 +1.00 1.00 1.00 1.00 90-day shrinkage (microstrain) 78.2 23.4 -29.2 -46.7 -52.5 -77.1

the fluctuation of free water available to the specimens. Note that 97 percent RH was

dynamically controlled and achieved by periodic spraying of water mist into the air of the curing

room.

4.4.2 Dry Curing Regime

In this curing regime with low relative humidity, significant shrinkage took place over the

initial 28 days in every mix for both the concrete and mortar specimens. After the initial 28 days,

the rate of shrinkage decreased.

For the concrete mixes, most of the total shrinkage occurred in first 28 days, as shown in

Table 4.2. At 7 days, more than 40 percent of the total shrinkage measured occurred in the early

strength concrete mixes of CA, CSA-A, CSA-B, and Type III-B. For the Type II mix, 19 percent

of the total shrinkage measured occurred in the initial 7 days. The difference in shrinkage among

the mixes was significant. At 90 days, the shrinkage was up to 845 microstrain for Type III-A

and 340 microstrain for the CSA-B.

The ranking of shrinkage at 7 days is as follows:

Type III-B > Type III-A ≅ CA >> CSA-A ≅ CSA-B > Type I/II

91

92

At 90 days, shrinkage ranked as follows:

Type III-A > Type III-B > Type I/II >> CA > CSA-A ≅ CSA-B

The concrete specimens developed shrinkage following the same pattern as the respective

mortar specimens. The differences among the mixes are more distinct for the mortar specimens

than for the concretes. In addition, each of the three groups of cement types [i.e., the portland

cements (Type I/II, Type III-A, and Type III-B), the sulfoaluminate cements (CSA-A, CSA-B),

and the calcium aluminate cement] exhibited similar shrinkage performance within each group,

with the CSA mixes having the best performance overall.

4.4.3 Cold Curing Regime

Under the Cold curing regime (10ºC and 50% RH), both the concrete and mortar

specimens for all mixes displayed minor shrinkage compared with the Dry curing regime. Most

of the shrinkage occurred before 7 days, with the shrinkage progressing slowly after that, as

shown in Table 4.4.

Table 4.4 Ratio of Shrinkage/Total Shrinkage of Concrete Samples at 90 days, 10ºC and 50 Percent Relative Humidity (Cold Curing Regime)

Age CSA-B CA CSA-A Type I/II Type III-A Type III-B3 0.00 0.00 0.00 0.00 0.00 0.00 7 -9.28 0.72 0.98 0.53 0.87 0.64 14 -9.98 1.28 1.14 0.56 1.25 0.62 28 -11.58 1.76 0.82 1.89 1.17 0.55 90 +1.00 1.00 1.00 1.00 1.00 1.00 90-day shrinkage (microstrain) 11.7 -29.2 -51.4 -77.1 -101.6 -133.1

For the mortar specimens, both CSA-A and CA began to expand somewhat (less than 100

microstrain) after 14 days.

93

Similar to the Dry curing regime, the mortar shrinkage fell into three distinct groups: the

portland cements (Type III-A and Type III-B), the sulfoaluminate cements (CSA-A, CSA-B),

and the calcium aluminate cement. It can be seen again that the same cement types had similar

shrinkage performances.

Although the relative humidity was the same for both the Dry curing regimes at 20ºC and

the Cold curing regime at 10ºC, the vapor pressure at which the maximum moisture can exist in

the air without condensation, increases as temperature rises. As shown in Figure 4.16, the vapor

pressure at 20ºC is two times that at 10ºC. Therefore, at higher temperatures more moisture is

lost from the concrete to the air in the process of achieving dynamic equilibrium. This difference

in the loss of water caused the huge difference in the amount of shrinkage between the two

curing regimes.

0.420.61

0.87

1.23

1.71

2.34

3.17

0

0.5

1

1.5

2

2.5

3

3.5

-5 0 5 10 15 20 25 30Temperature (ºC)

Vapo

r Pre

ssur

e (k

Pa)

Figure 4.16. Vapor pressure with temperature.

The amount of shrinkage in the concretes at 7 days ranked as follows:

CSA-B > Type III-A > Type I/II > CSA-A ≅ Type III-B > CA

and 90 days as follows:

CSA-B > Type III-A ≅ Type III-B > Type I/II > CSA-A > CA

4.5 Dry and Hot Curing Regime

The Dry and Hot curing regime was designed to simulate the desert climate of high

temperature and extremely low moisture. Water in concrete is easily lost to its environment in

such conditions. Under the Dry and Hot curing regime, rapid and significant shrinkage occurred

in both concrete and mortar specimens, as shown in Table 4.5. For example, at 28 days the

shrinkage was 800 microstrain for the Type III-A concrete mix. Note that the difference between

cement types in such a curing regime was greater than in other curing regimes, which may be a

result of the difference in amount of free water that the specimens can lose. It is interesting to

note that the CA cement exhibited the most shrinkage among the mortar specimens and the least

shrinkage among the concrete specimens.

Table 4.5 Ratio of Shrinkage/Total Shrinkage of Concrete samples at 90 days, 40ºC and ~0 percent Relative Humidity (Dry and Hot Curing Regime)

Age CA Type I/II CSA-A CSA-B Type III-B Type III-A 3 0.00 0.00 0.00 0.00 0.00 0.00 7 0.34 0.12 0.41 0.43 0.49 0.44 14 0.35 0.76 0.57 0.59 0.69 0.70 28 0.49 1.14 0.75 0.74 0.83 0.87 90 1.00 1.00 1.00 1.00 1.00 1.00 90-day shrinkage (microstrain) -392.3 -603.6 -614.1 -665.5 -778.8 -945.7

94

Under the Dry and Hot curing regime, the amount of shrinkage of the concrete mixes at 7

days ranked as follows:

Type III-A > Type III-B > CSA-B > CSA-A > CA > Type I/II

Under the Dry and Hot curing regime, the amount of shrinkage of the concrete mixes at

90 days ranked as follows:

Type III-A > Type III-B > CSA-B > CSA-A ≅ Type I/II > CA

4.6 Factor Analysis

From the analysis, it appears that the effects of cement type and curing regime were

coupled with specimen age, which makes the analysis of the effect of increasing the

water/cement ratio by 10 percent more complicated. To see the importance of the variables with

regard to the shrinkage development, the statistical tool S-Plus was used to test the sensitivity of

the shrinkage to the variables, namely, cement type, water/cement ratio, and curing regime; and

the statistical significance of the factor levels of each variable.

Figure 4.17 shows the sensitivity analysis of the drying shrinkage to the controlled

variables, cement type, and curing regime for the concrete and mortar mixes. The horizontal bar

in the figure is an average from all the measured shrinkage data after 3 days; each vertical bar

represents a variable for analysis, labeled on the horizontal axis; each short horizontal bar on the

vertical bars represents the mean value of the data from a specific factor level of the variable.

The length of the vertical bars gives the range of values by changing the factor level inside a

variable. The wider the range, the more sensitive shrinkage is to the variable. The plots provide

an indication of how important each variable is (i.e., sensitivity) and which factor levels result in

increased or decreased shrinkage.

95

40C + ~0% RH

23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH

-600

-450

-300

-150

0M

ean

ofSh

rinka

ge

Concrete Shrinkage

CACSA-ACSA-B

Type I/IIType III-B

Type III-A

Cement Type Curing Regime


-600

-450

-300

-150

0

Mea

nof

Shr

inka

ge

Mortar Shrinkage

CA

CSA-A

CSA-B

Type I/II

Type III-BType III-A

40C + ~0% RH


23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH


Figure 4.17. Sensitivity of shrinkage to cement type and curing regime.

96

97

Two observations can be made regarding this sensitivity analysis: 1) shrinkage is more

sensitive to curing regime than to cement type, in both the mortar and concrete mixes, and 2) the

ranking of cement type in terms of the shrinkage in the concrete specimens is:

Type III-A > Type III-B > Type I/II > CSA-B > CSA–A > CA.

For the mortar specimens, the ranking is

CA > Type III-A ≅ Type III-B > Type I/II > CSA-B > CSA-A.

The rankings were the same for concrete and mortar except for the CA cement.

Figure 4.18(a–f) shows the sensitivity to water/cement ratio and curing regime for each

concrete mix. It can be seen that the effect on shrinkage caused by a 10-percent increase in the

water/cement ratio is negligible compared to the effect of the different curing regimes. Although

the effect of the water/cement ratio on the shrinkage is different for different cement types, the

overall ranking of cement type does not change by using 10 percent more water, as shown in

Figure 4.19. These results indicate that curing conditions during construction are more important

in controlling shrinkage than are minor changes in water/cement ratio.

The statistical significance of the mean shrinkage measurements for each cement was

tested by ANOVA for the concrete mixes, as reported in Table 4.6. The analysis checks the

probability that the observed difference in a sample (e.g., between mean values of shrinkage)

occurred by random selection from a population of data in which no such differences exist. Or

simply stated, the ANOVA reports the probability that an observed difference among specimens

is “real.” This probability is called a P-value.

Table 4.6 Statistical Significance Analysis Across the Mixes Df Sum of Square Mean Square F value P value Cement 5 743164 148632.7 2.85809 0.01586979 Residuals 235 12168986 52004.2

M

ean

ofS

hrin

kage

Water/Cement Ratio Curing Regime

40C + ~0% RH

23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH-400

-500

-100

-200

-300

0.420.46

Figure 4.18a. Type I/II Portland cement.

Mea

nof

Shr

inka

ge


40C + ~0% RH

23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH

-400

-500

-600

-100

-200

-300

0.380.42

Figure 4.18b. Type III-A Portland cement.

Mea

nof

Shr

inka

ge


40C + ~0% RH

23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH

-400

-500

-100

-200

-300 0.360.4

Figure 4.18c. Type III-B Portland cement.

Mea

nof

Shr

inka

ge

-300

-200

-100

0

-400


40C + ~0% RH

23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH

0.37 0.41

Figure 4.18d. Calcium Sulfoaluminate A (CSA-A)

Mea

nof

Shr

inka

ge


40C + ~0% RH

23ºC + 97% RH

10ºC + 50% RH

20ºC + 50% RH

-400

-100

-200

-300

0.37

0.41

Figure 4.18e. Calcium Sulfoaluminate B (CSA-B)/

Mea

nof

Shr

inka

ge

-300

-200

-100

0

0.320.35


40C + ~0% RH

23ºC + 97% RH

10ºC + 50% RH

20ºC + 50% RH

Figure 4.18f. Calcium Aluminate (CA).

Figure 4.18. Sensitivity of shrinkage to water/cement ratio and curing regimes.

98

-300

-200

-100 CA

CSA-A

CSA-BType I/II

Type III-B

Type III-A


40ºC + ~0% RH

23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH

Mea

nof

Shrin

kage

Figure 4.19a. Target mixes.


40ºC + ~0% RH

23ºC + 97% RH10ºC + 50% RH

20ºC + 50% RH-300

-200

-100

Mea

nof

Shrin

kage CA

CSA-A CSA-B

Type I/IIType III-B

Type III-A

Figure 4.19b. Mixes with 10 percent additional water (+10% w mixes).

Figure 4.19. Sensitivity of shrinkage to water/cement ratio and curing regimes for target and +10% w mixes.

99

The higher the P-value, the less confidence there is that the observed differences among

specimens for a given variable are significant. In many areas of research, a P-value of 5 percent

is customarily treated as an acceptable confidence level.(48) As shown in Table 4.6, the P-value

is 1.6 percent, which means high confidence that the cement type has significant effect on

shrinkage.

The statistical significance between the means from the four curing regimes was also

tested by ANOVA, as reported in Table 4.7. The P-value is zero, meaning that that there is really

high confidence that different curing conditions resulted in different shrinkage.

Table 4.7 Statistical Significance Analysis Across the Curing Conditions Df Sum of Square Mean Square F value P value Exposure 3 5236472 174549 53.66768 0 Residuals 236 7675677 32524

4.7 Conclusions

The following conclusions are drawn from the results presented in this chapter.

• Importance of moisture in curing. This study of free shrinkage in the six concrete

and mortar mixes under four curing regimes has indicated that the free shrinkage is

significantly different between a moist curing and a dry curing condition. Generally,

curing is the process of maintaining satisfactory moisture content and temperature

conditions in freshly cast concrete for a definite period of time immediately following

placement of the concrete. The process serves two major purposes: a) it prevents or

replenishes the loss of moisture from the concrete; b) it maintains a favorable

temperature for hydration to occur for a definite period.

100

• Climatic considerations. The results showed that both temperature and moisture are

critical for shrinkage of a concrete or mortar mix. Generally, high temperature and

low moisture result in more shrinkage. Low temperature can compensate for reduced

moisture in controlling shrinkage as shown by the similar results for the Standard

(23ºC and 97% RH) and the Cold (10ºC and 50% RH) curing regimes. This effect

was shown to be at least partly attributable to the ability of colder air to hold more

moisture vapor. However, different cement types react differently to these two

factors.

• Water/cement ratio. The influence of water/cement ratio depends on the cement

type, climatic exposure, and age. Generally, water/cement ratio was not as important

in controlling shrinkage as the curing regime and cement type.

• Performance of non-portland cement. In general, the non-portland cements

exhibited less shrinkage than the portland cements. With the exception of the Calcium

Aluminate cements, the non-portland cements had sensitivities to curing regime and

water/cement ratio similar to that of the portland cements. However, it should be

noted that variability between batches of non-portland cement from some

manufacturers has been observed. It is therefore recommended that shrinkage be

measured for each production batch of cement as part of quality control.

101

102

5.0 COEFFICIENT OF THERMAL EXPANSION TEST RESULTS

The objectives of this study are to:

1. measure the coefficient of thermal expansion (CTE) of the six concrete mixes;

2. compare the ASTM and US Army Corps of Engineers (CRD) methods of

measurement for CTE for concrete pavement construction;

3. generate input data for mechanistic-empirical design.

The coefficient of thermal expansion (CTE) is a measure of a material’s expansion or

contraction with temperature, which is usually expressed as engineering strain (or microstrain)

per unit temperature change. For concrete pavement, the CTE is an important factor in

optimizing concrete joint design, calculating stresses, and selecting sealant materials.

The CTE is one of the factors to be considered in the design of PCC pavements for the

following reasons:

1. A restrained thermal contraction will create tensile stress in concrete pavement. The

magnitude of the tensile stress is proportional to the CTE of the concrete. The tensile

stresses due to the thermal contraction can be significant enough to contribute to

early-age cracking of a young concrete.

2. Vertical thermal gradients in the pavement slab cause tensile stress due to the

interaction of the deformed shape (curling) and the self-weight of the concrete, which

creates forces pulling the slab back to a flat shape. The tensile stresses caused by

restrained thermal contraction and curling can crack green concrete by themselves.

When combined with traffic loads at later ages, these tensile stresses increase the

stress/strength ratio, which increases the risk of a single heavy load causing cracking

and which may shorten the fatigue life.

103

The coefficient of thermal expansion is normally represented as a typical value for

concrete rather than a mix-specific value, even though it may vary significantly depending on

factors such as the type of aggregate and composition of the cement used in a mix. Using a

typical value may therefore lead to erroneous assumptions about a pavement’s thermal response

and lead to an insufficient design.

The CTE of portland cement concrete found in literature ranges from about 8 × 10-6/°C to

12 × 10-6/°C. Large CTE values are less desirable because they increase expansion and

contraction strains, and therefore increase induced stresses. The range of CTE values for

different concretes reflects the variation in the CTE of concrete component materials. Aggregate

type has the greatest effect on the CTE of concrete because aggregate comprises about 70

percent by volume of the concrete.(35) Aggregates vary widely in their thermal properties. For

example, siliceous aggregates such as chert and quartzite have larger thermal coefficients of

expansion than pure limestone, granite, and marble. The CTE of hardened cement paste, which is

a function of factors such as water/cement ratio, cement fineness, cement composition, and age,

also plays a role in the CTE of concrete.

5.1 Experimental Results

Figure 5.1 shows the CTEs of the six concrete mixes studied as measured by ASTM

C351. The values are between 10 × 10-6/ºC and 12 × 10-6/ºC for the six concrete mixes, and are

ranked in the order of:

CSA-B < Type I/II < CSA-A ≅ CA < Type III-B ≅ Type III-A

Figure 5.2 shows the CTEs measured by CRD C39-81. The values are between 8 × 10-

6/ºC and 11 × 10-6/ºC across the six concrete mixes, and are ranked in the order of:

Type III-B < Type III-A ≅ Type I/II < CA < CSA-B < CSA-A

104

5.00E-06

6.00E-06

7.00E-06

8.00E-06

9.00E-06

1.00E-05

1.10E-05

1.20E-05

1.30E-05

1.40E-05

CSA-B Type II CSA-A CA Type III-B Type III-A

CTE

ASTM C531 method

Figure 5.1. Average of coefficient of thermal expansion for each mix by ASTM C531.

5.00E-06

6.00E-06

7.00E-06

8.00E-06

9.00E-06

1.00E-05

1.10E-05

1.20E-05

1.30E-05

1.40E-05

Type III-B Type III-A Type II CA CSA-B CSA-A

CTE

CRD C39-81 method

Figure 5.2. Average of coefficient of thermal expansion for each mix by CRD C39-81.

105

The same coarse aggregate (rounded gravel) was used for five of the six mixes; the

exception was the Type III-B mix, which used the crushed stone. Only minor differences exist in

the volume of aggregate in the six mixes—the volume of aggregate ranged from 69. 7 to 72.5

percent. The exception was the CA mix, which had 74.1percent aggregate by volume. Therefore,

the variation in CTEs among the mixes primarily reflected the variation in cement type and

water/cement ratio.

It can be seen from these two figures that the overall CTE values measured using the

ASTM method are larger than those measured using the CRD method. In addition, the measured

differences between the six concrete mixes are lower using the ASTM method. For concretes

made of Calcium Sulfoaluminate cement (CSA-A and CSA-B), the difference in CTE measured

by the two methods is negligible. On the other hand, there is a huge difference (15 to 50 percent)

for the Type I/II, Type III, and CA cement mixes, as shown in Table 5.1, and as can be seen in

Figure 5.3.

Table 5.1 Comparison of the Coefficients of Thermal Expansion Measured by ASTM and CRD Methods

Cement Type ASTM CRD (ASTM-CRD)/CRD Type III-B 11.9E-06 7.94E-06 49.78% Type III-A 11.9E-06 8.85E-06 34.84% Type II 10.9E-06 8.85E-06 22.70% CA 11.2E-06 9.62E-06 15.90% CSA-B 10.3E-06 1.07E-05 -3.38% CSA-A 11.1E-06 11.0E-06 1.47%

The ASTM method measures the length change between 20ºC and 100ºC, and the CRD

between 10ºC and 60ºC, as shown in Table 5.2. The reason that the ASTM method produced

larger CTE values may be that the higher upper temperature used in the ASTM method causes

higher stress levels between the cement paste and the coarse aggregate because of their thermal

106

0.00E+00

2.00E-06

4.00E-06

6.00E-06

8.00E-06

1.00E-05

1.20E-05

1.40E-05

1 2 3 4 5 6Replicates

CTE

ASTM MethodCRD Method

Figure 5.3a. Type I/II-mix.

0.00E+00

2.00E-06

4.00E-06

6.00E-06

8.00E-06

1.00E-05

1.20E-05

1.40E-05


CTE


Figure 5.3b. Type III-A mix.

0.00E+00

2.00E-06

4.00E-06

6.00E-06

8.00E-06

1.00E-05

1.20E-05

1.40E-05


CTE


Figure 5.3c. Type III-B-mix.

0.00E+00

2.00E-06

4.00E-06

6.00E-06

8.00E-06

1.00E-05

1.20E-05

1.40E-05


CTE


Figure 5.3d. CSA-A-mix.

0.00E+00

2.00E-06

4.00E-06

6.00E-06

8.00E-06

1.00E-05

1.20E-05

1.40E-05


CTE


Figure 5.3e. CSA-B-mix.

0.00E+00

2.00E-06

4.00E-06

6.00E-06

8.00E-06

1.00E-05

1.20E-05

1.40E-05


CTE


Figure 5.3f. CA-mix.

Figure 5.3. Coefficient of thermal expansion for each mix and each replicate for the ASTM and CRD methods.

107

Table 5.2 Significance Analysis of Coefficient of Thermal Expansion for the Six Mixes Df Sum of Square Mean Square F value P value Cement 5 4.083209e-11 8.166418e-12 9.573008 0.00001539728 Residuals 30 2.559201e-011 8.530670e-13

incompatibility (the difference between their individual CTEs). The CTE of cement pastes

typically ranges from 11 × 10-6/ºC and 16 × 10-6/ºC, while the CTE of the majority of aggregates

lies between 5 × 10-6/ºC and 13 × 10-6/ºC.(35) It has been suggested that temperatures ranges

outside of 4ºC to 60ºC may introduce differential movement and a break in the bond between the

aggregate and the surrounding paste if there is a difference in CTEs of the two phases of more

than 5.5 ×10-6/ºC. The break in the bond between the aggregate and surrounding paste causes

damage to concrete and “loosens” the particles so that the measured CTEs are larger.(35)

The temperature range of 10ºC to 60ºC used by the CRD method is more reasonable for

concrete pavement than the range of 20ºC to 100ºC used by the ASTM method because it better

represents the temperatures occurring in the field. Therefore, the CRD method would provide

more representative CTE measurements for pavement design. Statistical analysis of the

significance of mean CTEs for all the six mixes are shown in Table 5.2. The P-value is only

0.0015 percent, indicating that the measured CTE is significantly affected by the mix type.

5.2 Conclusions and Comments

The following conclusions can be made from the study presented in this chapter:

1. The CTEs of the 6 mix designs range from 10 to 12 × 10-6/ºC by using ASTM C 531,

and from 8 to 11 × 10-6/ºC by using CRD C 39-81. Both ranges fit within what has

been reported in the literature for concrete materials. The differences among the six

mixes reflected the variations in cement type and concrete mix design.

108

2. The CRD method uses a more reasonable upper temperature than the ASTM method

for pavement applications.

3. The CTE measurements by the CRD method indicate that for the same coarse

aggregate sources, the portland cement mixes (Type I/II, Type III-A) have slightly

lower CTEs than the CSA mixes.

109

110

6.0 SUMMARY AND RECOMMENDATIONS

In this study, six concrete mixes were tested for compressive and flexural strength

(Chapter 3), shrinkage (Chapter 4), and coefficient of thermal coefficient (Chapter 5). Each of

these performance related properties was measured under various conditions to study the effects

of important mix design and construction variables. Statistical analysis was performed to

evaluate the importance of factors and the significance of the differences across the experiment

variables. The conclusions are summarized as follows.

1. Cement type, curing condition, and water/cement ratio should all be considered

important for concrete mix design as the strength gain. The cement type is the most

important factor, assuming an optimized mix design. Curing condition follows

cement type in terms of significant effect on concrete strength. Finally, the 10-percent

increase in water content from the target mix can reduce the strength by more than 10

percent.

2. The compressive and flexural strengths respond differently to environmental factors.

A cold environment causes the greatest reduction in compressive strength while a dry

condition is most detrimental to the flexural strength. Therefore, there is no unique

correlation between the two kinds of strengths. The reasonably accurate prediction of

one strength from the other is only possible within a range of curing conditions, and

does not include many scenarios that may be encountered in the field. Although the

compressive strength test has less variability than the flexural strength test, they are

not interchangeable if precise data are needed.

The correlation between the elastic modulus and compressive strength conformed

to what is given in ACI-318 for the portland cement Type I/II mix at 28 days under

the standard moist curing. Additional data is needed to extend the conclusion to non-

111

112

portland cement concrete. The study has shown, however, that the correlation at other

ages or under other curing conditions does not conform to ACI-318.

3. While mix design has the greatest effect on concrete strength gain, the curing

condition is a more important factor in shrinkage than the mix design. Generally, high

temperature and low moisture result in greater shrinkage. However, the extent to

which temperature and moisture affect shrinkage depends on the cement type.

Calcium sulfoaluminate cements from different manufactures had distinct shrinkage

performances because their chemical compositions are very different.

4. The tested coefficient of thermal expansion had a range from 8 to 12 × 10-6/ºC for the

group of six mixes included in this study from two measuring methods (ASTM C 531

and CRD C 39-81) (29, 26). These results conform to the data reported in literature.

The results of this study show that the CRD method uses a more reasonable

temperature range to measure the coefficient of thermal expansion. According to the

CRD method, the portland cement mixes have slightly lower coefficient of thermal

expansion than calcium sulfoaluminate mixes.

The data included in this report will provide input for mechanistic-empirical analysis of

LLPRS-Rigid pavements in the future.

113

7.0 REFERENCES

1. Presentations by James Roberts, Robert Marsh, and Kevin Herritt of Caltrans, Concrete Pavement Rehabilitation Workshop/Seminar, Ontario, California, 16-18 July, 1997.

2. Caltrans Maintenance Program, pavement Management Information Branch. 1995 State of the Pavement. November 1996.

3. Harvey, J. T., J. R. Roesler, J. Farver, and L. Liang. Preliminary Evaluation of Proposed LLPRS Rigid Pavement Structures and Design Inputs. Report prepared for California Department of Transportation. Report No. FHWA/CA/OR-2000/02. Pavement Research Center, CAL/APT Program, Institute of Transportation Studies, University of California, Berkeley.

4. Invitation to PCCP Lane Replacement Team Meeting from Caltrans Office of Roadway Maintenance. 1 April, 1997.

5. University of California at Berkeley, Dynatest Consulting Inc., and CSIR, Division of Roads and Transport Technology. Test Plan for CAL/APT Goal LLPRS-Rigid Phase III. Test Plan prepared for California Department of Transportation. April 1998.

6. Harvey, J., J. Roesler, J. Farver and L. Liang, “Preliminary Evaluation of Proposed LLPRS Rigid Pavement Structures and Design Inputs,” Draft Report for the California Department of Transportation, Institute of Transportation Studies, University of California, Berkeley, September, 1998.

7. Roesler, J., J Harvey, J. Farver and F. Long. “Investigation of Design and Construction Issues for Long Life Concrete Pavement Strategies,” Draft Report for the California Department of Transportation, Institute of Transportation Studies, University of California, Berkeley, September, 1998.

8. Kurtis, K., and P. Monteiro. Analysis of Durability of Advanced Cementitious Materials for Rigid Pavement Construction in California. Report prepared for California Department of Transportation. Pavement Research Center, CAL/APT Program, Institute of Transportation Studies, University of California, Berkeley. April 1999.

9. Roesler, J., L. du Plessis, D. Hung, D. Bush and J. Harvey, “CAL/APT Goal LLPRS – Rigid Phase III: Concrete Test Section 516CT Report,” Draft Report for the California Department of Transportation, Institute of Transportation Studies, University of California, Berkeley, September, 1998.

10. Roesler, J., C. Scheffy, A. Ali, and D. Bush. Construction, Instrumentation, and Testing of Fast-Setting Hydraulic Cement Concrete in Palmdale, California. Report prepared for California Department of Transportation. Pavement Research Center, CAL/APT Program, Institute of Transportation Studies, University of California, Berkeley. April 2000.

114

11. Heath, A. and J. Roesler. Shrinkage and Thermal Cracking of Fast Setting Hydraulic Cement Concrete Pavements in Palmdale, California. Draft report prepared for California Department of Transportation. Pavement Research Center, CAL/APT Program, Institute of Transportation Studies, University of California, Berkeley. December 1999.

12. du Plessis, L., D. Bush, F. Jooste, D. Hung, C. Scheffy, J. Roesler, L Popescu, J. T. Harvey. HVS Test Results on Fast-Setting Hydraulic Cement Concrete, Palmdale, California Test Sections, South Tangent. Draft report prepared for the California Department of Transportation. Pavement Research Center, Institute of Transportation Studies, University of California, Berkeley. July 2002.

13. Rao, S., and J. Roesler. Palmdale Data Analysis: Analysis and Estimation of Effective Built-In Temperature Difference for South Tangent Slabs at Palmdale HVS Test Site. Draft report in process for the California Department of Transportation. Pavement Research Center, Institute of Transportation Studies, University of California, Berkeley. Expected date of publication: June 2004.

14. du Plessis, L., W. Steyn. HVS Test Results on Fast-Setting Hydraulic Cement Concrete, Palmdale, California Test Sections, North Tangent. Draft report in process for the California Department of Transportation. Pavement Research Center, Institute of Transportation Studies, University of California, Berkeley. Expected date of publication: June 2004.

15. Rao, S., and J. Roesler. Palmdale Data Analysis: Analysis and Estimation of Effective Built-In Temperature Difference for North Tangent Slabs at Palmdale HVS Test Site. Draft report in process for the California Department of Transportation. Pavement Research Center, Institute of Transportation Studies, University of California, Berkeley. Expected date of publication: June 2004.

16. du Plessis, L. and J. T. Harvey. Environmental Influences on the Curling of Concrete Slabs at the Palmdale HVS Test Site. Draft report prepared for the California Department of Transportation. Pavement Research Center, Institute of Transportation Studies, University of California. June 2003.

17. Monteiro, P., K. Kurtis, J. Roesler, and J. Harvey, “Accelerated Test Method for Measuring Sulfate Resistance of Hydraulic Cements for Caltrans LLPRS Program”, Report for the California Department of Transportation, Institute of Transportation Studies, University of California, Berkeley, April, 2000 (draft June, 1999).

18. Shomglin, K., Monteiro, P., and Harvey, J. Accelerated Laboratory Testing for High Early Strength Concrete for Alkali Aggregate Reaction. Draft report prepared for the California Department of Transportation. Pavement Research Center, Institute of Transportation Studies, University of California, Berkeley. July 2001.

19. Lee, E., W. Ibbs, J. Harvey and J. Roesler, “Constructability Analysis for Long Life Concrete Pavement Rehabilitation Strategies”, Report for the California Department of Transportation, Institute of Transportation Studies, University of California, Berkeley, February, 2000 (draft August, 1999).

115

20. Lee, E. B., J. R. Roesler, J. T. Harvey, and C. W. Ibbs. Case Study of Urban Concrete Pavement Reconstruction and Traffic Management for the I-10 (Pomona, CA) Project. Report for the Innovative Pavement Research Foundation, Falls Church, VA by the Pavement Research Center. 2001.

21. ASTM C192/C192M-02. Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory. ASTM International. www.astm.org.

22. ASTM C143. Standard Test Method for Slump of Hydraulic Cement Concrete. ASTM International. www.astm.org.

23. ASTM C231. Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method. ASTM International. www.astm.org.

24. ASTM C138. Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete. ASTM International. www.astm.org.

25. ASTM C78. Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading). ASTM International. www.astm.org.

26. ASTM C39. Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. ASTM International. www.astm.org.

27. ASTM C157/C157M-93. Standard Test Method for Length Change of Hardened Hydraulic-Cement, Mortar, and Concrete. ASTM International. www.astm.org.

28. ASTM C596-96. Standard Test Method for Drying Shrinkage of Mortar Containing Hydraulic Cement. ASTM International. www.astm.org.

29. ASTM C531-00. Standard Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes. ASTM International. www.astm.org.

30. ASTM C 150-00. Standard Specification for Portland Cement. ASTM International. www.astm.org.

31. ASTM C1157. Standard Performance Specification for Hydraulic Cement. ASTM International. www.astm.org.

32. American Concrete Institute. 1999 Manual of Concrete Practice. “225R-99: Guide to the Selection and Use of Hydraulic Cements.”

33. Mehta, P. K. and Monteiro, P. J. M., Concrete: Structure, Properties, and Materials. 2nd Edition, McGraw-Hill, New York, 1995.

34. Glasser FP. Zhang L. “High-performance Cement Matrices Based on Calcium Sulfoaluminate-Belite Compositions.” Cement & Concrete Research. 31(12):1881-1886, 2001 Dec.

116

35. Neville, A.M. Properties of Concrete. Prentice Hall, 4th Edition, 2000.

36. Lea's Chemistry of Cement and Concrete. 4th ed. Peter C. Hewlett, J, ed. Wiley, 1998.

37. Hordijk D., H. Reinhardt. “Fracture of Concrete in Uniaxial Tensile Experiments as Influenced by Curing Conditions.” Engineering Fracture Mechanics, 1990, V35 N4-5:819-826.

38. Johnston, C. D., and E. H. Sidwel. “Influence of Drying on Strength of Concrete Specimens.” ACI Journal, (66) pp. 748-755, 1969.

39. Kennedy S, Detwiler R, Bickley J, Thomas M, Results of an Interlaboratory Test Program: Compressive Strength of Concrete, Cement , Concrete and Aggregates, 17(1), 1995, pp.3-10.

40. CEB-FIP Model Code 1990: Design Code / Comite Euro-International du Beton. T. Telford, London. 1993.

41. American Concrete Institute. 1999 Manual of Concrete Practice. “318-99: Building Code Requirements for Structural Concrete and Commentary.”

42. Lura, P., K. van Breugel, I. Maruyama. “Effect of Curing Temperature and Type of Cement on Early-age Shrinkage of High-performance Concrete.” Cement and Concrete Research, 2001 Dec, vol. 31 N12:1867-1872.

43. American Concrete Institute. 1992 Manual of Concrete Practice. “209R-92: Prediction of Creep, Shrinkage, and Temperature Effects in Concrete Structures.”

44. Powers, T. C., and T. L. Brownyard. Studies of the Physical Properties of Hardened Portland Cement Paste. Chicago: Portland Cement Association. 1948.

45. Bazant, Z. P. and Wittmann. Creep and Shrinkage in Concrete Structures. Wiley, New York, 1982.

46. Deng, M. and M. Tang. “Formation and Expansion of Ettringite Crystals.” Cement and Concrete Research, Vol. 24, No. 1, 1994, p. 119-126.

47. V. Kasselouri, P., C. Tsakiridis, B. Malami, C. Georgali, and A. Alexandridou. “Study on the Hydration Products of a Non-expansive Sulfoaluminate Cement.” Cement and Concrete Research,1995, 25 (8) Pages 1726-1736.

48. Nolan, D. and T. Speed. Stat Labs Mathematical Statistics through Applications. Springer, 2000.

APPENDIX A – ARMY CORPS OF ENGINEERS TEST CRD-C39-81

117

(Issued 1 Jun. 1981)

CRD-C 39-81

C 39

TEST METHOD FOR COEFFICIENT OFLINEAR THERMAL EXPANSION OF CONCRETE

1. Scope1.1 This method covers the determination of

the coefficient of linear thermal expansion ofconcrete test specimens by determinations oflength change due to temperature changes. Be-cause the thermal coefficient of concrete varieswith moisture condition, being a minimum whensaturated or oven dry and a maximum at about 70percent saturated, it is important to select therelevant moisture condition for the tests to bemade.

2. Apparatus2.1. The apparatus shall consist of:2.1.1 Heating Bath - A water bath in which

concrete specimens can be maintained at a tem-perature of 140 ± 2 F (60 ± 1.1 C) (Note 1)

2.1.2 Cooling Bath - A water bath in whichconcrete specimens can be maintained at a tem-perature of 40 ± 2 F (5 ± 1.1 C). (Note 1)

2.1.3 Length Comparator (Horizontal), Ref-erence Bars, and Inserts - As described in CRD-C 25. (Note 2)

NOTE 1-In the event that the longer storage time required toachieve temperature equilibrium is tolerable and the use of waterbaths is not desired, heating and cooling rooms or cabinets may beused.

NOTE 2-When laboratory molded specimens are used,strain meters that can be embedded may be used. Such meters aredescribed in CRD-C 54.

3. Procedure3.1 General - Tests for coefficient of linear

thermal expansion require careful control (± 2 F,± 1.1 C) of the temperature of the specimen whichis being tested for length change. Length determi-nations shall be conducted only when the speci-mens are in thermal equilibrium. Tests shall bemade to determine the minimum heating andcooling periods for attainment of equilibrium byspecimens of any particular size and shape. Theperiod which shall be used will be 25 percentgreater than the minimum time to insure equilib-

rium regardless of aggregate type. Further testswill be necessary to determine the maximumpermissible time interval between removal of thespecimen from the bath and completion of lengthdetermination when measurements are made inair. This maximum time interval shall be established so that no discernible change in length wioccur during the course of the determination.

3.2 Test Condit ions- When tests on differ-ent specimens are to be compared, the specimenmust be in a comparable moisture condition andmust be tested over the same temperature rangeUnless other conditions are specified,1 it isrecommended that specimens be tested in asaturated condition (immersed in water at least 48hr before the starting of the test) and over thetemperature range of 40 to 140 F (5 to 60 C). Incases where the data are to be used to evaluate drrather than saturated concrete or where thermacoefficient over a different temperature range irequired, the procedures used should be modifiedso that the results obtained will be most directlapplicable to the pertinent conditions. Wheresealed specimens are appropriately employed, thsort described in CRD-C 54 are recommended.

4. Calculation and Report4.1 The coefficient of linear thermal expan-

sion shall be calculated from the measurements bthe use of the following formula:

where:C =

R h =

R c =

coefficient of linear thermal expansionof the concrete 10-6/deg F (deg C),

length reading at higher temperature,in. or mm,

length reading at lower temperature,in. or mm,

1Tests using immersed specimens are reported in“Com-parison of Methods of Test for Coefficient of Linear ThermExpansion of Concrete,” WES MP 6-108, November 1954.

1

118

(Issued 1 Jun. 1981)

2 COEFFICIENT OF LINEAR THERMAL EXPANSION OF CONCRETE (C 39-81)

G = gage length between inserts, in. ormm, and

T = difference in temperature of specimenbetween the two length readings, degF or deg C.

4.2 In cases where the length change hasbeen determined between only two temperatures,a single value will be reported. Where readings oflength change have been made at various tempera-tures, the report should include a curve fromwhich any significant variation in coefficient maybe determined. In such cases, the coefficients forthe several ranges in temperature shall be stated.

4.3 The report should include the test resultscalculated as indicated above, adequate informa-tion to identify the specimens tested, and infor-mation on the moisture conditions, temperatures,

and procedures used in the test

5. Interpretation5.1 Powers and Brownyard2 discussed the

effect of moisture content on volume change ofconcrete during heating and cooling and statedthat “from the above, it follows that the thermalcoefficient of a given sample of concrete is not aconstant, unless the sample is completely dry osaturated.” Meyers’ showed that the thermalcoefficients of concrete vary over a wide rangeunder different storage conditions as well as withthe kind of concrete.

2Powers, T. C. and Brownyard, T. L.,“Studies of the PhysicaProperties of Hardened Portland Cement Paste,” Jour. Amer.Conc. Inst. Proc., Vol 43, 1947, p 988

3Meyers, S. L., “Thermal Coefficient of Expansion Portland Cement,” Ind. and Engineering Chemistry,Vol 32,August 1940, pp 1107-1112.

119

120

APPENDIX B – MIX DESIGN DATA

TARGET MIXES.

Type I/II Portland Cement

Type I/II Mix DesignDate 4/18/2000

SSD 6.5 Sack Mix 7 Sack Mix 7.5 Sack MixConstituents Units Amount Amount Amount Specific Gravity AbsorptionType II Cement lb/cy 519 559 599 3.15 Capacity %Type F Fly Ash lb/cy 92 99 106 2.3Coarse Agg. (1.5") lb/cy 0 1199 1165 0% 2.68 1.0Coarse Agg. (1") lb/cy 1886 789 767 60% 2.68 0.9Sand lb/cy 1257 1167 1135 40% 2.68 2.0Water lb/cy 256.62 236.88 253.8Air Entrainment oz/cy 2.14 2.30 2.47 Micro-AirHRWR oz/cy 0.00 0.00 0.00 Rheobuild 3000FCW/C Ratio 0.420 0.36 0.36

Fly ash Replacement % 15

yellow is what was usedCommentsMix Design is based on SSD weights for one cubic yardVariable Sack Design% Fly Ash ReplacementType II Cement from KaiserType F Fly Ash from ISG InternationalTarget Air - 3%Coarse Aggregate -Rounded GravelTarget Strength = 550 psi at 14 daysMicro-Air from Master BuildersRheobuild 3000FC from Master Builders

121

Type III-A Portland Cement

Type III-ADate 4/25/2000

Constituents Units Amount Specific Gravity AggregateType III Cement lb/cy 752 3.15 AbsorptionType F Fly Ash lb/cy 0 Agg. 2.3 Capacity %Silica Fume lb/cy 0.0 0% Percent 2.2Coarse Agg. (1.5") lb/cy 1186 38% 2.68 1.0Coarse Agg. (1") lb/cy 874 28% 2.68 0.9Sand lb/cy 1061 34% 2.68 2.0Water lb/cy 256.4HRWR oz/cy 30.1 Rheobuild 3000FCAir Entrainment oz/cy 0.0 Micro-AirAccelerator oz/cy 451.2 Pozzutec 20Entrapped Air % 1.5W/C Ratio 0.38

** changed - aggregate percents=38,28,34-keep all other constituents same.

CommentsMix Design is based on SSD weights for one cubic yard8 Sack Design0% Fly Ash Replacement0% Silica Fume additionalType III Cement from KaiserType F Fly Ash from ISG InternationalTarget Air - 1.5%Coarse Aggregate -Rounded GravelTarget Strength = 400 psi at 12 hours, 600 psi at 7 daysRheobuild 3000FC, Micro-Air, and Pozzutec 20 from Master Builders*Add mix water 1st then Pozzutec 20 and finally Rheobuild into plastic concrete

122

Type III-B Portland Cement

Type III-BDate 5/2/2000

SSDConstituents Units Amount Agg. Percent. Specific Gravity AbsorptionType III Cement lb/cy 800 3.15 Capacity %*Coarse Agg. (1") lb/cy 1852 60% 2.68 0.9Sand lb/cy 1235 40% 2.68 2.0Water lb/cy 246.4 1HRWR oz/cy 64 ADVAAccelerator oz/cy 640.0 PolarsetStabilizer oz/cy 0.0 RecoverW/C Ratio 0.36

Comments8.5 Sack DesignType III Cement from Kaiser*Crushed Stone from Kaiser (Radum 1"x#4)Target Strength = 400 psi at 4 to 12 hours, 600 psi at 7-daysSlump = 3 to 5 inchesWater = Mix water plus accelerator water (8.33 lbs/gal)Polarset and ADVA from W.R. Grace-add Polarset after mix Water and ADVA in plastic concrete-add Recover in dry mix

123

Calcium Sulfoaluminate A

CSA-A Mix Design Date 5/18/2000

7 Sack Mix 7.5 Sack Mix Specific AggregateConstituents Units Amount Amount Aggregate Gravity AbsorptionRapid Set Cement lb/cy 658 705 Percentages 3.00 Capacity %Coarse Agg. (1.5") lb/cy 589 557 18% 2.68 1.0Coarse Agg. (1") lb/cy 1474 1391 45% 2.68 0.9Sand lb/cy 1212 1144 37% 2.68 2.0Water lb/cy 243.5 296.1Melament oz/cy 164.5 176.3Recover oz/cy 98.7 105.8Citric Acid lb/cy 0.00 0.00W/C Ratio 0.37 0.42Entrapped Air 0.0% 0.0%

Comments7 & 7.5 Sack Design - start hereCoarse Aggregate -Rounded Gravel1.0 hour until final setMelament is Daracem ML 330 by W.R. Grace

124

Calcium Sulfoaluminate B

CSA-B Mix DesignDate 6/16/2000

AggregateConstituents Units Amount Agg. Percent. Specific Gravity AbsorptionUltimax Cement lb/cy 700 2.95 Capacity %Fly Ash lb/cy 0 2.3Coarse Agg. (1.5") lb/cy 790 25% 2.68 1.0Coarse Agg. (1") lb/cy 947 30% 2.68 0.9Sand lb/cy 1422 45% 2.68 2.0Water lb/cy 252ADVA oz/cy 40UC Delay oz/cy 70Entrapped Air % 1W/C Ratio 0.37

CommentsMix Design is based on SSD weights for one cubic yard7.5 Sack DesignCoarse Aggregate -Rounded GravelTarget Strength = 400 psi at 4 hours, 600 psi at 7-daysTarget Slump = 5 inchesInitial Setting Time = 90 minutesFinal Set = 110 minutes

125

Calcium Aluminate

CA Mix Design Date 3/19/2001

7 Sack Mix 7.5 Sack Mix 8.0 Sack Mix AggregateConstituents Units Amount Amount Amount Aggregate Specific Gravity AbsorptionLafarge CA Cement lb/cy 658 705 752 Percentages 3.00 Capacity %Coarse Agg. (1.5") lb/cy 0 0 0 2.68 1.0Coarse Agg. (1") lb/cy 1946 1837 1782 60% 2.68 0.9Sand lb/cy 1297 1225 1188 40% 2.68 2.0Water lb/cy 230.3 282 300.8W/C Ratio 0.35 0.40 0.40Entrapped Air 1.5% 1.5% 1.5%

Comments7 Sack Design - start hereCoarse Aggregate -Rounded GravelTarget Strength = 400 psi at 8 to 12 hours, 600 psi at 7 daysTarget Slump = 3 to 4 inches* don't think admixtures will be neededAggregate Ratio (Coarse to fine) - 66% to 34%

126

+ 10% WATER MIXES

Type I/II Portland Cement (+10% w)

Type I/II + 10% WaterDate 4/18/2000

SSD 6.5 Sack Mix 7 Sack Mix 7.5 Sack MixConstituents Units Amount Amount Amount Specific Gravity AbsorptionType II Cement lb/cy 519 559 599 3.15 Capacity %Type F Fly Ash lb/cy 92 99 106 2.3Coarse Agg. (1.5") lb/cy 1198 1199 1165 38% 2.68 1.0Coarse Agg. (1") lb/cy 788 789 767 25% 2.68 0.9Sand lb/cy 1166 1167 1135 37% 2.68 2.0Water lb/cy 278.9215 236.88 253.8Air Entrainment oz/cy 2.14 2.30 2.47 Micro-AirHRWR oz/cy 0.00 0.00 0.00 Rheobuild 3000FCW/C Ratio 0.457 0.36 0.36

Fly ash Replacement % 15

CommentsMix Design is based on SSD weights for one cubic yardVariable Sack Design% Fly Ash ReplacementType II Cement from KaiserType F Fly Ash from ISG InternationalTarget Air - 3%Coarse Aggregate -Rounded GravelTarget Strength = 550 psi at 14 daysMicro-Air from Master BuildersRheobuild 3000FC from Master Builders

127

Type III-A Portland Cement (+10% w)

Type III-A + 10% WaterDate 4/25/2000

Constituents Units Amount Specific Gravity AggregateType III Cement lb/cy 752 3.15 AbsorptionType F Fly Ash lb/cy 0 Agg. 2.3 Capacity %Silica Fume lb/cy 0.0 0% Percent 2.2Coarse Agg. (1.5") lb/cy 1186 38% 2.68 1.0Coarse Agg. (1") lb/cy 874 28% 2.68 0.9Sand lb/cy 1061 34% 2.68 2.0Water lb/cy 285.0HRWR oz/cy 30.1 Rheobuild 3000FCAir Entrainment oz/cy 0.0 Micro-AirAccelerator oz/cy 451.2 Pozzutec 20Entrapped Air % 1.5W/C Ratio 0.418

** changed - aggregate percents=38,28,34-keep all other constituents same.

CommentsMix Design is based on SSD weights for one cubic yard8 Sack Design0% Fly Ash Replacement0% Silica Fume additionalType III Cement from KaiserType F Fly Ash from ISG InternationalTarget Air - 1.5%Coarse Aggregate -Rounded GravelTarget Strength = 400 psi at 12 hours, 600 psi at 7 daysRheobuild 3000FC, Micro-Air, and Pozzutec 20 from Master Builders*Add mix water 1st then Pozzutec 20 and finally Rheobuild into plastic concrete

128

Type III-B Portland Cement (+10% w)

Type III-B + 10% WaterDate 5/5/2000

SSDConstituents Units Amount Agg. Percent. Specific Gravity AbsorptionType III Cement lb/cy 800 3.15 Capacity %*Coarse Agg. (1") lb/cy 1852 60% 2.68 0.9Sand lb/cy 1235 40% 2.68 2.0Water lb/cy 275.2 1HRWR oz/cy 64 ADVAAccelerator oz/cy 640.0 PolarsetStabilizer oz/cy 0.0 RecoverW/C Ratio 0.40

Comments8.5 Sack DesignType III Cement from Kaiser*Crushed Stone from Kaiser (Radum 1"x#4)Target Strength = 400 psi at 8 hours, 600 psi at 7-daysSlump = 3 to 5 inchesWater = Mix water plus accelerator water (8.33 lbs/gal)Polarset and ADVA from W.R. Grace-add Polarset after mix Water and ADVA in plastic concrete-add Recover in dry mix- test times = 8 and 24 hours, 7 and 90 days.

129

Calcium Sulfoaluminate A (+10% w)

CSA-A + 10% Water Mix Design Date 5/26/2000

7 Sack Mix 7.5 Sack Mix Specific AggregateConstituents Units Amount Amount Aggregate Gravity AbsorptionRapid Set Cement lb/cy 658 705 Percentages 3.00 Capacity %Coarse Agg. (1.5") lb/cy 589 557 18% 2.68 1.0Coarse Agg. (1") lb/cy 1474 1391 45% 2.68 0.9Sand lb/cy 1212 1144 37% 2.68 2.0Water lb/cy 267.8 296.1Melament oz/cy 164.5 176.3Recover oz/cy 98.7 105.8Citric Acid lb/cy 0.00 0.00W/C Ratio 0.41 0.42Entrapped Air 0.0% 0.0%

Comments7 & 7.5 Sack Design - start hereCoarse Aggregate -Rounded Gravel1.0 hour until final setMelament is Daracem ML 330 by W.R. Grace

130

Calcium Sulfoaluminate B (+10% w)

CSA-B Mix + 10% Water DesignDate 6/16/2000

AggregateConstituents Units Amount Agg. Percent. Specific Gravity AbsorptionUltimax Cement lb/cy 700 2.95 Capacity %Fly Ash lb/cy 0 2.3Coarse Agg. (1.5") lb/cy 790 25% 2.68 1.0Coarse Agg. (1") lb/cy 947 30% 2.68 0.9Sand lb/cy 1422 45% 2.68 2.0Water lb/cy 278ADVA oz/cy 40UC Delay oz/cy 70Entrapped Air % 1W/C Ratio 0.41

CommentsMix Design is based on SSD weights for one cubic yard7.5 Sack DesignCoarse Aggregate -Rounded GravelTarget Strength = 400 psi at 4 hours, 600 psi at 7-daysTarget Slump = 5 inchesInitial Setting Time = 90 minutesFinal Set = 110 minutes

131

Calcium Aluminate (+10% w)

CA + 10% Water Mix Design Date 4/11/2000

7 Sack Mix 7.5 Sack Mix 8.0 Sack Mix AggregateConstituents Units Amount Amount Amount Aggregate Specific Gravity AbsorptionLafarge CA Cement lb/cy 658 705 752 Percentages 3.00 Capacity %Coarse Agg. (1.5") lb/cy 0 0 0 2.68 1.0Coarse Agg. (1") lb/cy 1977 1837 1782 60% 2.68 0.9Sand lb/cy 1318 1225 1188 40% 2.68 2.0Water lb/cy 210.56 282 300.8W/C Ratio 0.32 0.40 0.40Entrapped Air 1.5% 1.5% 1.5%

Comments7 Sack Design - start hereCoarse Aggregate -Rounded GravelTarget Strength = 400 psi at 8 to 12 hours, 600 psi at 7 daysTarget Slump = 3 to 4 inches* don't think admixtures will be neededAggregate Ratio (Coarse to fine) - 66% to 34%

132

ALL MIXES DESIGNED AND EVALUATED TO FIND OPTIMAL MIXES.

133

Mix DesignNumber of sacks and

Specimen Name Specimen Age moldedBatch Date 11/23/1998

CT1123-5A 7 Days 11/23/199CT1123-5B 7 Days 11/23/199CT1123-5C 14 Days 11/23/199CT1123-5D 28 Days 11/23/199

CT1123-5.5A 7 Days 11/23/199CT1123-5.5B 7 Days 11/23/199CT1123-5.5C 14 Days 11/23/199CT1123-5.5D 28 Days 11/23/199


12/7/1998CT1207-5A 7 Days 12/7/1998CT1207-5B 14 Days 12/7/1998CT1207-5C 14 Days 12/7/1998CT1207-5D 28 Days 12/7/1998

CT1207-5.5A 7 Days 12/7/1998CT1207-5.5B 14 Days 12/7/1998CT1207-5.5C 14 Days 12/7/1998CT1207-5.5D 28 Days 12/7/1998


Batch Date 12/2/1998MB1202-8.5A 4 Hours 12/2/1998MB1202-8.5B 8 Hours 12/2/1998MB1202-8.5C 1 Day 12/2/1998MB1202-8.5D 7 days 12/2/1998

Batch Date 12/3/1998MB1203-8.5A 4 Hours 12/3/1998MB1203-8.5B 8 Hours 12/3/1998MB1203-8.5C 1 Day 12/3/1998MB1203-8.5D 7 Days 12/3/1998

Type I/II

Type I/II

Type I/II

Type I/II

Type I/II

Type I/II

Type III-B

Type III-B

134

testedMeasured

Strength (psi)Corrected

Strength (psi)Average

Width (in.)Average Depth

(in.) Length (in)

8 11/30/1998 315 309 6.00 6.06 218 11/30/1998 310 307 6.13 5.97 218 12/7/1998 400 404 6.00 5.97 218 12/21/1998 398 398 6.00 6.00 21

8 11/30/1998 280 289 5.94 5.94 218 11/30/1998 270 276 5.88 6.00 218 12/7/1998 370 374 6.00 5.97 218 12/21/1998 358 369 5.94 5.94 21

8 11/30/1998 235 235 6.00 6.00 218 11/30/1998 265 265 6.00 6.00 218 12/7/1998 350 356 5.97 5.97 218 12/21/1998 330 333 6.00 5.97 21

12/14/1998 450 445 6.06 6.00 2112/21/978 520 520 6.00 6.00 21

12/21/1998 528 528 6.00 6.00 211/4/1999 550 553 5.97 6.00 21

12/14/1998 415 409 6.09 6.00 2112/21/978 543 532 6.00 6.06 21

12/21/1998 490 480 6.00 6.06 211/4/1999 500 508 5.97 5.97 21

12/14/1998 450 445 6.06 6.00 2112/21/978 500 490 6.00 6.06 21

12/21/1998 488 488 6.00 6.00 211/4/1999 510 515 6.00 5.97 21

12/2/1998 110 110 6.00 6.00 2112/2/1998 298 300 5.97 6.00 2112/3/1998 520 520 6.00 6.00 2112/9/1998 670 670 6.00 6.00 21

12/3/1998 100 100 6.00 6.00 2112/3/1998 245 248 6.06 5.94 2112/4/1998 515 512 6.03 6.00 21

12/10/1998 825 825 6.06 5.97 21


Specimen Name Specimen Age moldedBatch Date 12/7/1998 First Batch

WRG1207-8.5A 4 Hours 12/7/1998WRG1207-8.5B 8 Hours 12/7/1998WRG1207-8.5C 1 Day 12/7/1998WRG1207-8.5D 7 Days 12/7/1998

Batch Date 12/7/1998 Second BatchWRG1207-8.5A 28 Days 12/7/1998WRG1207-8.5B 8 Hours 12/7/1998WRG1207-8.5C 1 Day 12/7/1998WRG1207-8.5D 7 days 12/7/1998

Batch Date 12/10/1998UC1210-7.5A 20 Hours 12/10/98 10:40UC1210-7.5B 7 Day 12/10/98 10:40UC1210-7.5C 7 Day 12/10/98 10:40UC1210-7.5D 32 days 12/10/98 10:40

Batch Date 12/14/1998UC1214-7.5A 8 Hours 12/14/98 12:00UC1214-7.5B 12 Hours 12/14/98 12:00UC1214-7.5C 24 Hours 12/14/98 12:00UC1214-7.5D 7 days 12/14/98 12:00

Batch Date 12/15/1998LAF1215-7A 8 Hours 12/15/1998 1LAF1215-7B 24 Hours 12/15/1998 1LAF1215-7C 7 Days 12/15/1998 2LAF1215-7D 28 Days 12/15/1998 2

LAF1215-7.5A 7 Hours 12/15/1998 1LAF1215-7.5B 24 Hours 12/15/1998 1LAF1215-7.5C 7 Days 12/15/1998 2LAF1215-7.5D 28 Days 12/15/1998 2

LAF1215-8A 8 Hours 12/15/1998 2LAF1215-8B 24 Hours 12/15/1998 2LAF1215-8C 7 Days 12/15/1998 2LAF1215-8D 28 Days 12/15/1998 2

Type III-A

CA

CA

CA

Type III-A

Type III-B

Type III-B

135

testedMeasured




(in.) Length (in)

12/7/1998 100 100 6.00 6.00 2112/7/1998 295 303 5.97 5.94 2112/8/1998 550 556 6.00 5.97 21

12/14/1998 812 821 6.00 5.97 21

1/4/1998 - - 6.00 6.00 2112/7/1998 220 225 6.00 5.94 2112/8/1998 590 599 5.97 5.97 21

12/14/1998 1000 1000 6.00 6.00 21

AM 12/11/98 7:00 AM 430 430 6.00 6.00 21 AM 12/23/98 11:40 AM 670 677 6.00 5.97 21 AM 12/23/98 11:40 AM 605 611 6.00 5.97 21 AM 1/12/99 11:40 AM 445 445 6.00 6.00 21


0:00 12/15/1998 10:00 600 600 6.00 6.00 210:00 12/16/1998 10:00 610 616 6.00 5.97 21:05 12/22/1998 2:05 855 851 6.09 5.97 21:05 1/13/1998 2:05 684 684 6.00 6.00 21

1:10 12/15/1998 7:10 660 660 6.00 6.00 211:10 12/16/1998 11:10 780 792 5.97 5.97 21:05 12/22/1998 2:05 990 985 6.03 6.00 21:05 1/13/1998 2:05 665 665 6.00 6.00 21

:05 12/15/1998 10:05 680 702 5.94 5.94 21:05 12/16/98 12:40 AM 835 835 6.00 6.00 21:05 12/22/1998 2:05 938 953 5.97 5.97 21:05 1/13/1998 2:05 710 710 6.00 6.00 21



ULT1216-8A 4 Hours 12/16/98 12:30ULT1216-8B 8 Hours 12/16/98 12:30ULT1216-8C 27 Hours 12/16/98 12:30ULT1216-8D 7 Days 12/16/98 12:30

ULT1216-7A 4 Hours 12/16/98 3:45ULT1216-7B 23 Hours 12/16/98 3:45ULT1216-7C 7 Days 12/16/98 3:45ULT1216-7D 28 Days 12/16/98 3:45

Batch Date 12/18/1998MB1218-8.5A 4 Hours 12/18/98 10:15MB1218-8.5B 8 Hours 12/18/98 10:15MB1218-8.5C 24 Hours 12/18/98 10:15MB1218-8.5D 7 Days 12/18/98 10:15

Batch Date 12/21/1998CSA-A1221-7A 4 Hours 12/21/98 11:15CSA-A1221-7B 8 Hours 12/21/98 11:15CSA-A1221-7C 24 Hours 12/21/98 11:15CSA-A1221-7D 7 Days 12/21/98 11:15

Batch Date 12/21/1998CSA-A1221-7.5A 4 Hours 12/21/98 12:20CSA-A1221-7.5B 8 Hours 12/21/98 12:20CSA-A1221-7.5C 24 Hours 12/21/98 12:20CSA-A1221-7.5D 7 Days 12/21/98 12:20

Batch Date 1/5/1999CT105-6A 7 Days 1/5/99 12:00CT105-6B 14 Days 1/5/99 12:00CT105-6C 14 Days 1/5/99 12:00CT105-6D 28 Days 1/5/99 12:00

CSA-B

CSA-B

Type III-B

CSA-A

CSA-A

Type I/II

136

testedMeasured




(in.) Length (in)

AM 12/16/98 4:30 PM 350 350 6.00 6.00 21 AM 12/16/98 8:30 PM 415 419 6.00 5.97 21 AM 12/17/98 2:30 PM 600 607 6.00 5.97 21 AM 12/23/98 12:30 PM 648 648 6.00 6.00 21

PM 12/16/98 7:45 PM 300 300 6.00 6.00 21 PM 12/17/98 2:45 PM 560 569 5.97 5.97 21 PM 12/23/98 2:45 PM 600 607 6.00 5.97 21 PM 1/13/98 3:45 PM 540 540 6.00 6.00 21

AM 12/18/98 3:00 PM 220 218 6.06 6.00 21 AM 12/18/98 6:15 PM 315 313 6.09 5.97 21 AM 12/19/98 10:15 AM 525 531 6.00 5.97 21 AM 12/25/98 10:15 PM 795 795 6.00 6.00 21

AM 12/21/98 3:15 AM 400 400 6.00 6.00 21 AM 12/21/98 7:15 PM 437 437 6.06 5.97 21 AM 12/22/98 11:15 AM 475 465 6.06 6.03 21 AM 12/28/98 12:20 AM 545 545 6.00 6.00 21


PM 1/12/99 12:00 PM 310 304 6.00 6.06 21PM 1/19/99 12:00PM 370 362 6.13 6.00 21PM 1/19/99 12:00PM 315 318 6.00 5.97 21PM 2/2/99 12:00PM 391 393 6.03 5.97 21



CT105-6.5A 7 Days 1/5/99 2:00PCT105-6.5B 14 Days 1/5/99 2:00PCT105-6.5C 14 Days 1/5/99 2:00PCT105-6.5D 28 Days 1/5/99 2:00P

Batch Date 1/5/1999CT105-7A 7 Days 1/5/99 3:00 PCT105-7B 14 Days 1/5/99 3:00 PCT105-7C 14 Days 1/5/99 3:00 PCT105-7D 28 Days 1/5/99 3:00 P

Batch Date 1/8/1999Type III-A108-7.5A 8 Hours 1/8/99 10:15 Type III-A108-7.5B 24 Hours 1/8/99 10:15 Type III-A108-7.5C 14 Days 1/8/99 10:15 Type III-A108-7.5D 28 Days 1/8/99 10:15

Batch Date 1/8/1999LAF108-7A 4 Hours 1/8/99 11:40 LAF108-7B 8 Hours 1/8/99 11:40 LAF108-7C 11 Hours 1/8/99 11:40 LAF108-7D 24 Hours 1/8/99 11:40

Batch Date 3/19/1999CT319-6A 7 Days 3/19/99 9:35 CT319-6B 14 Days 3/19/99 9:35 CT319-6C 14 Days 3/19/99 9:35 CT319-6D 30 Days 3/19/99 9:35

CT319-6.5A 7 Days 3/19/99 3:00 CT319-6.5B 14 Days 3/19/99 3:00 CT319-6.5C 14 Days 3/19/99 3:00 CT319-6.5D 30 Days 3/19/99 3:00

CT319-7A 7 Days 3/19/99 3:30 CT319-7B 14 Days 3/19/99 3:30 CT319-7C 14 Days 3/19/99 3:30 CT319-7D 30 Days 3/19/99 3:30

25% FLY ASH CONTENTCT319-6.5A 7 Days 3/19/99 3:00 CT319-6.5B 14 Days 3/19/99 3:00 CT319-6.5C 14 Days 3/19/99 3:00 CT319-6.5D 30 Days 3/19/99 3:00

Type I/II

Type I/II

Type I/II

Type I/II

Type I/II

Type I/II

CA

Type III-A

137

testedMeasured




(in.) Length (in)

M 1/12/99 2:00 PM 330 327 6.06 6.00 21M 1/19/99 2:00PM 390 386 6.06 6.00 21M 1/19/99 2:00PM 411 403 6.06 6.03 21M 2/2/99 2:00PM 409 405 6.00 6.03 21

M 1/12/99 3:00 PM 345 345 6.00 6.00 21M 1/19/99 3:00PM 451 446 6.06 6.00 21M 1/19/99 3:00PM 399 399 6.00 6.00 21M 2/2/99 3:00PM 370 368 6.03 6.00 22

AM 1/8/99 6:15 PM 195 197 6.00 5.97 21AM 1/9/99 10:15 PM 300 300 6.06 5.97 21AM 1/22/99 10:15 AM 485 480 6.06 6.00 21AM 2/5/99 10:15 AM 464 459 6.06 6.00 21

AM 1/8/99 3:40 PM 360 360 6.00 6.00 21AM 1/8/99 7:40 PM 465 470 6.00 5.97 21AM 1/8/99 10:30 PM 450 455 6.00 5.97 21AM 1/9/99 11:40 AM 490 490 6.00 6.00 21

AM 3/26/99 9:35 AM 240 240 6.00 6.00 21AM 4/2/99 9:35 AM 367 371 6.00 5.97 21AM 4/2/99 9:35 AM 319 322 6.00 5.97 21AM 4/19/99 9:35 AM 385 385 6.00 6.00 21

PM 3/26/99 9:35 AM 340 340 6.00 6.00 21PM 4/2/99 9:35 AM 339 343 6.00 5.97 21PM 4/2/99 9:35 AM 380 384 6.00 5.97 21PM 4/19/99 9:35 AM 500 500 6.00 6.00 21





LAF323-7A 4 Hours 3/23/99 1:00 LAF323-7B 8 Hours 3/23/99 1:00 LAF323-7C 44 Hours 3/23/99 1:00 LAF323-7D 7 DAYS 3/23/99 1:00

Batch Date 3/29/1999Type III-A0329-7A1 8 Hours 3/29/99 10:55Type III-A0329-7B1 12 Hours 3/29/99 10:55Type III-A0329-7C1 24 Hours 3/29/99 10:55Type III-A0329-7D1 7 Days 3/29/99 10:55

Type III-A0329-7A2 8 Hours 3/29/99 11:50Type III-A0329-7B2 12 Hours 3/29/99 11:50Type III-A0329-7C2 24 Hours 3/29/99 11:50Type III-A0329-7D2 7 Days 3/29/99 11:50

1 First mix2 Second mix

Batch Date 4/7/1999LAF407-7A 4 Hours 4/7/99 9:30 ALAF407-7B 8 Hours 4/7/99 9:30 ALAF407-7C 25 Hours 4/7/99 9:30 ALAF407-7D 12 Days 4/7/99 9:30 A

Batch Date 1/27/200025% FLY ASH CONTENT

CT012700-7.5AFS 7 Days 1/27/00 4:00 CT012700-7.5BFS 14 Days 1/27/00 4:00 CT012700-7.5CFS PRACTICE 1/27/00 4:00 CT012700-7.5DFS 28 Days 1/27/00 4:00

Batch Date 1/27/200025% FLY ASH CONTENT

CT012700-7AFS 7 Days 1/27/00 5:00 CT012700-7BFS 14 Days 1/27/00 5:00 CT012700-7CFS PRACTICE 1/27/00 5:00 CT012700-7DFS 28 Days 1/27/00 5:00

Batch Date 1/31/2000WRG013000-8.5AFS 8 Hours 1/31/00 11:00WRG013000-8.5BFS 24 Hours 1/31/00 11:00WRG013000-8.5CFS 7 Day 1/31/00 11:00WRG013000-8.5DFS PRACTICE 1/31/00 11:00

CA

Type III-A 7.5% Silica Fume

Type III-A 5% Silica Fume

CA

Swiched to Metric System

Type I/II

Type I/II

Type III-B (Rounded Stone)

138

testedMeasured




(in.) Length (in)

PM 3/23/99 5:00 PM 255 255 6.00 6.00 21PM 3/23/99 9:00 PM 440 440 6.00 6.00 21PM 3/24/99 1:00 PM 607 613 6.00 5.97 21PM 3/30/99 1:00 PM 640 554 7.00 5.97 21



M 4/7/99 1:30 PM 185 185 6.00 6.00 21M 4/7/99 5:30 PM 480 480 6.00 6.00 21M 4/7/99 9:30 PM 545 551 6.00 5.97 21M 4/19/99 9:30 AM 565 571 6.00 5.97 21

PM 2/4/00 4:00 PM 460 492 5.94 5.83 21PM 2/11/00 4:00 PM 0 6.00 5.97 21PM 2/9/2000 12:00 0 6.00 5.97 21PM 2/25/00 4:00 PM 424 424 6.00 6.00 21

PM 2/4/00 5:00 PM 468 496 5.91 5.87 21PM 2/11/00 5:00 PM 0 6.00 5.97 21PM 2/9/00 12:00 PM 0 6.00 5.97 21PM 2/25/00 5:00 PM 458 458 6.00 6.00 21

PM 1/31/00 7:00 PM 440 440 6.00 6.00 21 PM 1/31/00 11:00 PM 597 660 5.91 5.75 21 PM 1/31/00 11:00 PM 871 937 5.91 5.83 21 PM 1/31/00 11:00 PM 0 6.00 5.97 21



WRG020200-8.5AFS 8 Hours 2/2/00 11:15 WRG020200-8.5BFS 24 Hours 2/2/00 11:15 WRG020200-8.5CFS 7 Day 2/2/00 11:15 WRG020200-8.5DFS PRACTICE 2/2/00 11:15

Batch Date 2/2/2000UC020200-7AFS 8 Hours 2/2/00 12:30 UC020200-7BFS 24 Hours 2/2/00 12:30 UC020200-7CFS 7 Days 2/2/00 12:30 UC020200-7DFS PRACTICE 2/2/00 12:30

Batch Date 2/8/2000LF020800-7A1fs 8 Hours 2/8/00 10:00 LF020800-7B1fs 24 Hours 2/8/00 10:00 LF020800-7C1fs 7 Days 2/8/00 10:00 LF020800-7D1fs 28 Days 2/8/00 10:00

Batch Date 2/8/2000LF020800-7Afs 4 Hours 2/8/00 12:00 LF020800-7Bfs 8 Hours 2/8/00 12:00 LF020800-7Cfs 50 Hours 2/8/00 12:00 LF020800-7Dfs 7 Days 2/8/00 12:00

Batch Date 2/11/2000UC021100-8AFS 8 Hours 2/11/00 10:00UC021100-8AFS 12 Hours 2/11/00 10:00UC021100-8AFS 24 Hours 2/11/00 10:00UC021100-8AFS 7 Days 2/11/00 10:00

Batch Date 2/15/2000CSA-A021500-7AFS 4 Hours 2/15/00 11:50CSA-A021500-7BFS 24 Hours 2/15/00 11:50CSA-A021500-7CFS 28 Days 2/15/00 11:50CSA-A021500-7DFS 28 Days 2/15/00 11:50

Batch Date 2/15/2000CSA-A021500-7.5AFS 4 Hours 2/15/00 11:50CSA-A021500-7.5BFS 24 Hours 2/15/00 11:50CSA-A021500-7.5CFS 28 Days 2/15/00 11:50CSA-A021500-7.5DFS 28 Days 2/15/00 11:50

CA (First Batch)

CA (Second Batch)

Type III-A (No Silica Fume)

CSA-A

CSA-A

Type III-A

Type III-B (Crushed Stone)

139

testedMeasured




(in.) Length (in)

PM 2/2/00 7:15 PM 512 512 6.00 6.00 21PM 2/3/00 11:15 PM 763 783 5.97 5.94 21PM 2/9/00 11:15 PM 1013 1024 6.00 5.97 21PM 2/9/00 11:15 PM 0 6.00 5.97 21

PM 2/2/00 10:15 AM 276 279 6.00 5.97 21PM 2/3/00 12:30 PM 480 480 6.06 5.97 21PM 2/9/00 12:30 PM 583 611 6.00 5.86 21PM 2/9/00 12:30 PM 0 6.06 6.00 21

AM 2/8/00 6:00 PM 770 747 5.98 6.10 21AM 2/9/00 10:00 AM 940 940 6.00 6.00 21AM 2/15/00 10:00 AM 1084 1095 6.00 5.97 21AM 3/7/00 10:00 AM 0 6.00 5.97 21

PM 2/8/00 4:00 PM 268 300 5.91 5.71 21PM 2/8/00 10:00 PM 640 702 5.79 5.83 21PM 2/10/00 2:00 PM 777 785 6.00 5.97 21PM 2/15/00 9:30 AM 1068 1079 6.00 5.97 21

AM 2/11/00 6:00 PM 333 336 6.00 5.97 21 AM 2/11/00 10:00 PM 367 367 6.06 5.97 21 AM 2/12/00 10:00 AM 526 521 6.06 6.00 21 AM 2/18/00 10:00 AM 0 6.06 6.00 21

AM 2/15/00 3:50 PM 515 517 5.98 6.00 21 AM 2/16/00 11:50 AM 680 680 6.06 5.97 21 AM 2/29/00 11:50 AM 0 6.06 6.03 21 AM 2/29/00 11:50 AM 0 6.00 6.00 21

AM 2/15/00 3:50 PM 590 634 5.91 5.83 21 AM 2/16/00 11:50 AM 781 781 6.06 5.97 21 AM 2/29/00 11:50 AM 0 6.06 6.03 21 AM 2/29/00 11:50 AM 0 6.00 6.00 21

140

APPENDIX C – TEST DATA

COEFFICIENT OF THERMAL EXPANSION (CTE)

Cement Type Method Average CTSTDEV COVCSA-B ASTM 1.03E-05 3.48E-07 3.38%Type II ASTM 1.09E-05 4.18E-07 3.85%CSA-A ASTM 1.11E-05 4.96E-07 4.46%CA ASTM 1.12E-05 1.97E-07 1.77%Type III-B ASTM 1.19E-05 7.15E-07 6.02%Type III-A ASTM 1.19E-05 1.02E-06 8.51%

Type III-B CRD 7.94E-06 4.53E-07 5.70%Type III-A CRD 8.85E-06 2.7E-07 3.05%Type II CRD 8.85E-06 4.86E-07 5.49%CA CRD 9.62E-06 8.84E-07 9.19%CSA-B CRD 1.07E-05 2.89E-07 2.71%CSA-A CRD 1.1E-05 1.93E-06 17.64%

141

COMPRESSIVE STRENGTH


Mix Design Spec Name Strength (Mpa) Curing RegimeSpec Age

(days) Test Date Test Type

Average Strength

(Mpa)Type I/II Target-28d CT41800M10-ACS 18.93132 23 C - 97% RH 7 04/25/00 CompressiveType I/II Target-28d CT41800M10-BCS 17.32153 23 C - 97% RH 7 04/25/00 Compressive 18.126425Type I/II Target-28d CT41800M10-CCS 21.95673 23 C - 97% RH 14 05/02/00 CompressiveType I/II Target-28d CT41800M10-DCS 20.98099 23 C - 97% RH 14 05/02/00 Compressive 21.46886Type I/II Target-28d CT41800M10-ECS 22.93259 23 C - 97% RH 28 05/16/00 CompressiveType I/II Target-28d CT41800M10-FCS 25.37211 23 C - 97% RH 28 05/16/00 Compressive 24.15235Type I/II Target-28d CT41800M10-GCS 29.99306 23 C - 97% RH 90 07/17/00 CompressiveType I/II Target-28d CT41800M10-HCS 29.3974 23 C - 97% RH 90 07/17/00 Compressive 29.69523Type I/II Target-28d CT41800MT-ACS 23.37181 23 C - 97% RH 7 04/25/00 CompressiveType I/II Target-28d CT41800MT-BCS 21.07862 23 C - 97% RH 7 04/25/00 Compressive 22.225215Type I/II Target-28d CT41800MT-CCS 25.86026 23 C - 97% RH 14 05/02/00 CompressiveType I/II Target-28d CT41800MT-DCS 24.1523 23 C - 97% RH 14 05/02/00 Compressive 25.00628Type I/II Target-28d CT41800MT-ECS 27.32393 23 C - 97% RH 28 05/16/00 CompressiveType I/II Target-28d CT41800MT-FCS 28.54397 23 C - 97% RH 28 05/16/00 Compressive 27.93395Type I/II Target-28d CT41800MT-GCS 33.07331 23 C - 97% RH 90 07/17/00 CompressiveType I/II Target-28d CT41800MT-HCS 32.98556 23 C - 97% RH 90 07/17/00 Compressive 33.029435Type I/II Target-28d CT42000a10-acs 19.23627 20 C - 50% RH 7 04/27/00 CompressiveType I/II Target-28d CT42000a10-bcs 18.39216 20 C - 50% RH 7 04/27/00 Compressive 18.814215Type I/II Target-28d CT42000a10-ccs 23.17655 20 C - 50% RH 14 05/04/00 CompressiveType I/II Target-28d CT42000a10-dcs 21.22506 20 C - 50% RH 14 05/04/00 Compressive 22.200805Type I/II Target-28d CT42000a10-ecs 23.05205 20 C - 50% RH 28 05/18/00 CompressiveType I/II Target-28d CT42000a10-fcs 25.72588 20 C - 50% RH 28 05/18/00 Compressive 24.388965Type I/II Target-28d CT42000a10-gcs 21.4982 20 C - 50% RH 90 07/19/00 CompressiveType I/II Target-28d CT42000a10-hcs 20.4517 20 C - 50% RH 90 07/19/00 Compressive 20.97495Type I/II Target-28d CT42000at-acs 18.29728 20 C - 50% RH 7 04/27/00 CompressiveType I/II Target-28d CT42000at-bcs 17.80913 20 C - 50% RH 7 04/27/00 Compressive 18.053205Type I/II Target-28d CT42000at-ccs 21.22506 20 C - 50% RH 14 05/04/00 CompressiveType I/II Target-28d CT42000at-dcs 20.00524 20 C - 50% RH 14 05/04/00 Compressive 20.61515Type I/II Target-28d CT42000at-ecs 22.00555 20 C - 50% RH 28 05/18/00 CompressiveType I/II Target-28d CT42000at-fcs 23.85502 20 C - 50% RH 28 05/18/00 Compressive 22.930285Type I/II Target-28d CT42000at-gcs 18.59016 20 C - 50% RH 90 07/19/00 CompressiveType I/II Target-28d CT42000at-hcs 20.96124 20 C - 50% RH 90 07/19/00 Compressive 19.7757Type I/II Target-28d ct42100c10-acs 15.61357 10 C 50% RH 7 04/28/00 CompressiveType I/II Target-28d ct42100c10-bcs 16.34469 10 C 50% RH 7 04/28/00 Compressive 15.97913Type I/II Target-28d ct42100c10-ccs 21.17624 10 C 50% RH 14 05/05/00 CompressiveType I/II Target-28d ct42100c10-dcs 19.37065 10 C 50% RH 14 05/05/00 Compressive 20.273445Type I/II Target-28d ct42100c10-ecs 24.20111 10 C 50% RH 28 05/19/00 CompressiveType I/II Target-28d ct42100c10-fcs 24.00585 10 C 50% RH 28 05/19/00 Compressive 24.10348Type I/II Target-28d ct42100c10-gcs 25.36498 10 C 50% RH 90 07/20/00 CompressiveType I/II Target-28d ct42100c10-hcs 28.88019 10 C 50% RH 90 07/20/00 Compressive 27.122585Type I/II Target-28d CT42100Ct-acs 21.46749 10 C 50% RH 7 04/28/00 CompressiveType I/II Target-28d CT42100Ct-bcs 21.46749 10 C 50% RH 7 04/28/00 Compressive 21.46749Type I/II Target-28d CT42100Ct-ccs 25.61619 10 C 50% RH 14 05/05/00 CompressiveType I/II Target-28d CT42100Ct-dcs 27.76294 10 C 50% RH 14 05/05/00 Compressive 26.689565Type I/II Target-28d CT42100Ct-ecs 30.51959 10 C 50% RH 28 05/19/00 CompressiveType I/II Target-28d CT42100Ct-fcs 29.40947 10 C 50% RH 28 05/19/00 Compressive 29.96453Type I/II Target-28d CT42100Ct-gcs 30.72747 10 C 50% RH 90 07/20/00 CompressiveType I/II Target-28d CT42100Ct-hcs 32.54458 10 C 50% RH 90 07/20/00 Compressive 31.636025

142




Average Strength

(Mpa)Type III-A Target-12hrs uc42500ii-acs 17.26997 23 C - 97% RH 0.5 04/25/00 CompressiveType III-A Target-12hrs uc42500ii-bcs 17.00286 23 C - 97% RH 0.5 04/25/00 Compressive 17.136415Type III-A Target-12hrs uc42500ii-ccs 24.59876 23 C - 97% RH 1 04/26/00 CompressiveType III-A Target-12hrs uc42500ii-dcs 26.66543 23 C - 97% RH 1 04/26/00 Compressive 25.632095Type III-A Target-12hrs uc42500ii-ecs 38.30252 23 C - 97% RH 7 05/02/00 CompressiveType III-A Target-12hrs uc42500ii-fcs 36.10641 23 C - 97% RH 7 05/02/00 Compressive 37.204465Type III-A Target-12hrs uc42500ii-gcs 48.59748 23 C - 97% RH 90 07/24/00 CompressiveType III-A Target-12hrs uc42500ii-hcs 53.90621 23 C - 97% RH 90 07/24/00 Compressive 51.251845Type III-A Target-12hrs uc42600m10-acs 9.318666 23 C - 97% RH 0.5 04/27/00 CompressiveType III-A Target-12hrs uc42600m10-bcs 12.3737 23 C - 97% RH 0.5 04/27/00 Compressive 10.846183Type III-A Target-12hrs uc42600m10-ccs 25.24541 23 C - 97% RH 1 04/27/00 CompressiveType III-A Target-12hrs uc42600m10-dcs 24.33768 23 C - 97% RH 1 04/27/00 Compressive 24.791545Type III-A Target-12hrs uc42600m10-ecs 40.27814 23 C - 97% RH 7 05/03/00 CompressiveType III-A Target-12hrs uc42600m10-fcs 36.81395 23 C - 97% RH 7 05/03/00 Compressive 38.546045Type III-A Target-12hrs uc42600m10-gcs 49.61984 23 C - 97% RH 90 07/25/00 CompressiveType III-A Target-12hrs uc42600m10-hcs 49.88586 23 C - 97% RH 90 07/25/00 Compressive 49.75285Type III-A Target-12hrs uc42600mt-acs 30.34902 23 C - 97% RH 0.5 04/26/00 CompressiveType III-A Target-12hrs uc42600mt-bcs 26.42026 23 C - 97% RH 0.5 04/26/00 Compressive 28.38464Type III-A Target-12hrs uc42600mt-ccs 27.81888 23 C - 97% RH 1 04/27/00 CompressiveType III-A Target-12hrs uc42600mt-dcs 26.38186 23 C - 97% RH 1 04/27/00 Compressive 27.10037Type III-A Target-12hrs uc42600mt-ecs 40.79097 23 C - 97% RH 7 05/03/00 CompressiveType III-A Target-12hrs uc42600mt-fcs 41.69322 23 C - 97% RH 7 05/03/00 Compressive 41.242095Type III-A Target-12hrs uc42600mt-gcs 43.53995 23 C - 97% RH 90 07/25/00 CompressiveType III-A Target-12hrs uc42600mt-hcs 44.24255 23 C - 97% RH 90 07/25/00 Compressive 43.89125Type III-A Target-12hrs uc42700a10-acs 18.89018 20 C - 50% RH 0.5 04/28/00 CompressiveType III-A Target-12hrs uc42700a10-bcs 18.89512 20 C - 50% RH 0.5 04/28/00 Compressive 18.89265Type III-A Target-12hrs uc42700a10-ccs 27.5679 20 C - 50% RH 1 04/28/00 CompressiveType III-A Target-12hrs uc42700a10-dcs 26.34786 20 C - 50% RH 1 04/28/00 Compressive 26.95788Type III-A Target-12hrs uc42700a10-ecs 39.76476 20 C - 50% RH 7 05/04/00 CompressiveType III-A Target-12hrs uc42700a10-fcs 37.32623 20 C - 50% RH 7 05/04/00 Compressive 38.545495Type III-A Target-12hrs uc42700a10-gcs 39.55854 20 C - 50% RH 90 07/26/00 CompressiveType III-A Target-12hrs uc42700a10-hcs 48.20696 20 C - 50% RH 90 07/26/00 Compressive 43.88275Type III-A Target-12hrs uc42700at-acs 22.60833 20 C - 50% RH 0.5 04/28/00 CompressiveType III-A Target-12hrs uc42700at-bcs 17.8201 20 C - 50% RH 0.5 04/28/00 Compressive 20.214215Type III-A Target-12hrs uc42700at-ccs 28.54397 20 C - 50% RH 1 04/28/00 CompressiveType III-A Target-12hrs uc42700at-dcs 29.03102 20 C - 50% RH 1 04/28/00 Compressive 28.787495Type III-A Target-12hrs uc42700at-ecs 39.03419 20 C - 50% RH 7 05/04/00 CompressiveType III-A Target-12hrs uc42700at-fcs 39.03419 20 C - 50% RH 7 05/04/00 Compressive 39.03419Type III-A Target-12hrs uc42700at-gcs 46.86538 20 C - 50% RH 90 07/26/00 CompressiveType III-A Target-12hrs uc42700at-hcs 46.23112 20 C - 50% RH 90 07/26/00 Compressive 46.54825Type III-A Target-12hrs uc53100m10-acs 18.41465 23 C - 97% RH 0.5 05/31/00 CompressiveType III-A Target-12hrs uc53100m10-bcs 20.53452 23 C - 97% RH 0.5 05/31/00 Compressive 19.474585Type III-A Target-12hrs uc53100m10-ccs 25.37211 23 C - 97% RH 1 06/01/00 CompressiveType III-A Target-12hrs uc53100m10-dcs 28.54397 23 C - 97% RH 1 06/01/00 Compressive 26.95804Type III-A Target-12hrs uc53100m10-ecs 35.83826 23 C - 97% RH 7 06/07/00 CompressiveType III-A Target-12hrs uc53100m10-fcs 35.22829 23 C - 97% RH 7 06/07/00 Compressive 35.533275Type III-A Target-12hrs uc53100m10-gcs 45.44537 23 C - 97% RH 90 08/29/00 CompressiveType III-A Target-12hrs uc53100m10-hcs 45.10915 23 C - 97% RH 90 08/29/00 Compressive 45.27726Type III-A Target-12hrs uc53100mt-acs 22.82223 23 C - 97% RH 0.5 05/31/00 CompressiveType III-A Target-12hrs uc53100mt-bcs 22.84691 23 C - 97% RH 0.5 05/31/00 Compressive 22.83457Type III-A Target-12hrs uc53100mt-ccs 32.68938 23 C - 97% RH 1 06/01/00 CompressiveType III-A Target-12hrs uc53100mt-dcs 28.2999 23 C - 97% RH 1 06/01/00 Compressive 30.49464Type III-A Target-12hrs uc53100mt-ecs 35.25297 23 C - 97% RH 7 06/07/00 CompressiveType III-A Target-12hrs uc53100mt-fcs 41.13212 23 C - 97% RH 7 06/07/00 Compressive 38.192545Type III-A Target-12hrs uc53100mt-gcs 49.65879 23 C - 97% RH 90 08/29/00 CompressiveType III-A Target-12hrs uc53100mt-hcs 49.72241 23 C - 97% RH 90 08/29/00 Compressive 49.6906Type III-A Target-12hrs uc6100c10-acs 9.07569 10 C - 50% RH 0.5 06/02/00 CompressiveType III-A Target-12hrs uc6100c10-bcs 9.58797 10 C - 50% RH 0.5 06/02/00 Compressive 9.33183Type III-A Target-12hrs uc6100c10-ccs 16.8822 10 C - 50% RH 1 06/02/00 CompressiveType III-A Target-12hrs uc6100c10-dcs 16.98038 10 C - 50% RH 1 06/02/00 Compressive 16.93129Type III-A Target-12hrs uc6100c10-ecs 35.19209 10 C - 50% RH 7 06/08/00 CompressiveType III-A Target-12hrs uc6100c10-fcs 36.64337 10 C - 50% RH 7 06/08/00 Compressive 35.91773Type III-A Target-12hrs uc6100c10-gcs 45.14809 10 C - 50% RH 90 08/30/00 CompressiveType III-A Target-12hrs uc6100c10-hcs 48.13401 10 C - 50% RH 90 08/30/00 Compressive 46.64105Type III-A Target-12hrs uc6100ct-acs 5.14748 10 C - 50% RH 0.5 06/02/00 CompressiveType III-A Target-12hrs uc6100ct-bcs 7.172467 10 C - 50% RH 0.5 06/02/00 Compressive 6.1599735Type III-A Target-12hrs uc6100ct-ccs 20.56634 10 C - 50% RH 1 06/02/00 CompressiveType III-A Target-12hrs uc6100ct-dcs 20.22463 10 C - 50% RH 1 06/02/00 Compressive 20.395485Type III-A Target-12hrs uc6100ct-ecs 41.11786 10 C - 50% RH 7 06/08/00 CompressiveType III-A Target-12hrs uc6100ct-fcs 39.21629 10 C - 50% RH 7 06/08/00 Compressive 40.167075Type III-A Target-12hrs uc6100ct-gcs 47.6949 10 C - 50% RH 90 08/30/00 CompressiveType III-A Target-12hrs uc6100ct-hcs 42.24718 10 C - 50% RH 90 08/30/00 Compressive 44.97104

143




Average Strength

(Mpa)Type III -B Target-12hrs IM42800M10-ACS 25.30136 23 C - 97% RH 0.33 04/29/00 CompressiveType III -B Target-12hrs IM42800M10-BCS 24.68158 23 C - 97% RH 0.33 04/29/00 Compressive 24.99147Type III -B Target-12hrs IM42800M10-CCS 39.86349 23 C - 97% RH 1 04/29/00 CompressiveType III -B Target-12hrs IM42800M10-DCS 39.98526 23 C - 97% RH 1 04/29/00 Compressive 39.924375Type III -B Target-12hrs IM42800M10-ECS 55.59931 23 C - 97% RH 7 05/05/00 CompressiveType III -B Target-12hrs IM42800M10-FCS 54.77007 23 C - 97% RH 7 05/05/00 Compressive 55.18469Type III -B Target-12hrs IM42800M10-GCS 69.82967 23 C - 97% RH 90 07/27/00 CompressiveType III -B Target-12hrs IM42800M10-HCS 59.35371 23 C - 97% RH 90 07/27/00 Compressive 64.59169Type III -B Target-12hrs IM42800MT-ACS 33.32561 23 C - 97% RH 0.33 04/28/00 CompressiveType III -B Target-12hrs IM42800MT-BCS 34.31617 23 C - 97% RH 0.33 04/28/00 Compressive 33.82089Type III -B Target-12hrs IM42800MT-CCS 45.62088 23 C - 97% RH 1 04/29/00 CompressiveType III -B Target-12hrs IM42800MT-DCS 43.54763 23 C - 97% RH 1 04/29/00 Compressive 44.584255Type III -B Target-12hrs IM42800MT-ECS 59.86654 23 C - 97% RH 7 05/05/00 CompressiveType III -B Target-12hrs IM42800MT-FCS 61.25929 23 C - 97% RH 7 05/05/00 Compressive 60.562915Type III -B Target-12hrs IM42800MT-GCS 70.28326 23 C - 97% RH 90 07/27/00 CompressiveType III -B Target-12hrs IM42800MT-HCS 70.21526 23 C - 97% RH 90 07/27/00 Compressive 70.24926Type III -B Target-12hrs IM5200AT-ACS 26.47017 20 C - 50% RH 0.33 05/02/00 CompressiveType III -B Target-12hrs IM5200AT-BCS 27.08008 20 C - 50% RH 0.33 05/02/00 Compressive 26.775125Type III -B Target-12hrs IM5200AT-CCS 42.6207 20 C - 50% RH 1 05/03/00 CompressiveType III -B Target-12hrs IM5200AT-DCS 42.08374 20 C - 50% RH 1 05/03/00 Compressive 42.35222Type III -B Target-12hrs IM5200AT-ECS 58.13663 20 C - 50% RH 7 05/09/00 CompressiveType III -B Target-12hrs IM5200AT-FCS 59.94209 20 C - 50% RH 7 05/09/00 Compressive 59.03936Type III -B Target-12hrs IM5200AT-GCS 67.69992 20 C - 50% RH 90 07/31/00 CompressiveType III -B Target-12hrs IM5200AT-HCS 68.40746 20 C - 50% RH 90 07/31/00 Compressive 68.05369Type III -B Target-12hrs IM5500C10-ACS 10.27083 10 C - 50% RH 0.33 05/05/00 CompressiveType III -B Target-12hrs IM5500C10-BCS 11.27071 10 C - 50% RH 0.33 05/05/00 Compressive 10.77077Type III -B Target-12hrs IM5500C10-CCS 32.68938 10 C - 50% RH 1 05/06/00 CompressiveType III -B Target-12hrs IM5500C10-DCS 32.44695 10 C - 50% RH 1 05/06/00 Compressive 32.568165Type III -B Target-12hrs IM5500C10-ECS 57.72911 10 C - 50% RH 7 05/12/00 CompressiveType III -B Target-12hrs IM5500C10-FCS 57.76312 10 C - 50% RH 7 05/12/00 Compressive 57.746115Type III -B Target-12hrs IM5500C10-GCS 76.85349 10 C - 50% RH 90 08/03/00 CompressiveType III -B Target-12hrs IM5500C10-HCS 76.45805 10 C - 50% RH 90 08/03/00 Compressive 76.65577Type III -B Target-12hrs IM5500CT-ACS 6.709002 10 C - 50% RH 0.33 05/05/00 CompressiveType III -B Target-12hrs IM5500CT-BCS 5.855019 10 C - 50% RH 0.33 05/05/00 Compressive 6.2820105Type III -B Target-12hrs IM5500CT-CCS 30.73953 10 C - 50% RH 1 05/06/00 CompressiveType III -B Target-12hrs IM5500CT-DCS 30.98339 10 C - 50% RH 1 05/06/00 Compressive 30.86146Type III -B Target-12hrs IM5500CT-ECS 55.32348 10 C - 50% RH 7 05/12/00 CompressiveType III -B Target-12hrs IM5500CT-FCS 53.77458 10 C - 50% RH 7 05/12/00 Compressive 54.54903Type III -B Target-12hrs IM5500CT-GCS 70.37595 10 C - 50% RH 90 08/03/00 CompressiveType III -B Target-12hrs IM5500CT-HCS 73.36955 10 C - 50% RH 90 08/03/00 Compressive 71.87275Type III -B Target-12hrs im6100a10-acs 18.70205 20 C - 50% RH 0.333333 06/01/00 CompressiveType III -B Target-12hrs im6100a10-bcs 17.26997 20 C - 50% RH 0.3333 06/01/00 Compressive 17.98601Type III -B Target-12hrs im6100a10-ccs 34.60632 20 C - 50% RH 1 06/02/00 CompressiveType III -B Target-12hrs im6100a10-dcs 37.81437 20 C - 50% RH 1 06/02/00 Compressive 36.210345Type III -B Target-12hrs im6100a10-ecs 51.88397 20 C - 50% RH 7 06/08/00 CompressiveType III -B Target-12hrs im6100a10-fcs 50.56378 20 C - 50% RH 7 06/08/00 Compressive 51.223875Type III -B Target-12hrs im6100a10-gcs 56.82138 20 C - 50% RH 90 08/30/00 CompressiveType III -B Target-12hrs im6100a10-hcs 57.19729 20 C - 50% RH 90 08/30/00 Compressive 57.009335

144

Calcium Sulfoaluminate –A



Average Strength

(Mpa)CSA-A Target-4hrs A Target-4hrs51600m 32.9362 23 C - 97% RH 0.167 05/16/00 CompressiveCSA-A Target-4hrs A Target-4hrs51600m 34.15491 23 C - 97% RH 0.167 05/16/00 Compressive 33.545555CSA-A Target-4hrs A Target-4hrs51600m 40.20355 23 C - 97% RH 1 05/17/00 CompressiveCSA-A Target-4hrs A Target-4hrs51600m 38.44841 23 C - 97% RH 1 05/17/00 Compressive 39.32598CSA-A Target-4hrs A Target-4hrs51600m 51.41995 23 C - 97% RH 7 05/23/00 CompressiveCSA-A Target-4hrs A Target-4hrs51600m 47.50381 23 C - 97% RH 7 05/23/00 Compressive 49.46188CSA-A Target-4hrs A Target-4hrs51600m 63.32799 23 C - 97% RH 90 08/14/00 CompressiveCSA-A Target-4hrs A Target-4hrs51600m 60.94699 23 C - 97% RH 90 08/14/00 Compressive 62.13749CSA-A Target-4hrs A Target-4hrs51800a 28.51216 20 C - 50% RH 0.167 05/18/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800a 32.08111 20 C - 50% RH 0.167 05/18/00 Compressive 30.296635CSA-A Target-4hrs A Target-4hrs51800a 39.32708 20 C - 50% RH 1 05/19/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800a 36.44811 20 C - 50% RH 1 05/19/00 Compressive 37.887595CSA-A Target-4hrs A Target-4hrs51800a 45.4141 20 C - 50% RH 7 05/25/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800a 41.67622 20 C - 50% RH 7 05/25/00 Compressive 43.54516CSA-A Target-4hrs A Target-4hrs51800a 49.36864 20 C - 50% RH 90 08/16/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800a 48.23877 20 C - 50% RH 90 08/16/00 Compressive 48.803705CSA-A Target-4hrs A Target-4hrs51800A 29.9585 20 C - 50% RH 0.167 05/18/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800A 42.01079 20 C - 50% RH 0.167 05/18/00 Compressive 42.01079CSA-A Target-4hrs A Target-4hrs51800A 41.42501 20 C - 50% RH 1 05/19/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800A 42.18137 20 C - 50% RH 1 05/19/00 Compressive 41.80319CSA-A Target-4hrs A Target-4hrs51800A 51.19946 20 C - 50% RH 7 05/25/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800A 46.929 20 C - 50% RH 7 05/25/00 Compressive 49.06423CSA-A Target-4hrs A Target-4hrs51800A 50.44421 20 C - 50% RH 90 08/16/00 CompressiveCSA-A Target-4hrs A Target-4hrs51800A 54.74319 20 C - 50% RH 90 08/16/00 Compressive 52.5937CSA-A Target-4hrs A Target-4hrs52500c1 17.7115 10 C - 50% RH 0.167 05/25/00 CompressiveCSA-A Target-4hrs A Target-4hrs52500c1 18.24791 10 C - 50% RH 0.167 05/25/00 Compressive 17.979705CSA-A Target-4hrs A Target-4hrs52500c 29.98812 10 C - 50% RH 1 05/26/00 CompressiveCSA-A Target-4hrs A Target-4hrs52500c1 27.62636 10 C - 50% RH 1 05/26/00 Compressive 28.80724CSA-A Target-4hrs A Target-4hrs52500c1 42.93772 10 C - 50% RH 7 06/01/00 CompressiveCSA-A Target-4hrs A Target-4hrs52500c 36.5951 10 C - 50% RH 7 06/01/00 Compressive 39.76641CSA-A Target-4hrs A Target-4hrs52500c1 49.73667 10 C - 50% RH 90 08/23/00 CompressiveCSA-A Target-4hrs A Target-4hrs52500c1 50.88573 10 C - 50% RH 90 08/23/00 Compressive 50.3112CSA-A Target-4hrs A Target-4hrs52500c 12.73569 10 C - 50% RH 0.167 05/25/00 CompressiveCSA-A Target-4hrs A Target-4hrs52500c 12.28594 10 C - 50% RH 0.167 05/25/00 Compressive 12.510815CSA-A Target-4hrs A Target-4hrs52500c 24.22579 10 C - 50% RH 1 05/26/00 CompressiveCSA-A Target-4hrs A Target-4hrs52500c 24.44025 10 C - 50% RH 1 05/26/00 Compressive 24.33302CSA-A Target-4hrs A Target-4hrs52500c 35.6188 10 C - 50% RH 7 06/01/00 CompressiveCSA-A Target-4hrs -A Target-4hrs52500c 37.81437 10 C - 50% RH 7 06/01/00 Compressive 36.716585CSA-A Target-4hrs A Target-4hrs52500c 44.77951 10 C - 50% RH 90 08/23/00 CompressiveCSA-A Target-4hrs A Target-4hrs52500c 42.93991 10 C - 50% RH 90 08/23/00 Compressive 43.85971CSA-A Target-4hrs A Target-4hrs52600m 26.63965 23 C - 97% RH 0.167 05/26/00 CompressiveCSA-A Target-4hrs A Target-4hrs52600m 22.29843 23 C - 97% RH 0.167 05/26/00 Compressive 24.46904CSA-A Target-4hrs A Target-4hrs52600m 35.86014 23 C - 97% RH 1 05/27/00 CompressiveCSA-A Target-4hrs A Target-4hrs52600m 35.59413 23 C - 97% RH 1 05/27/00 Compressive 35.727135CSA-A Target-4hrs A Target-4hrs52600m 43.7374 23 C - 97% RH 7 06/02/00 CompressiveCSA-A Target-4hrs A Target-4hrs52600m 43.42312 23 C - 97% RH 7 06/02/00 Compressive 43.58026CSA-A Target-4hrs A Target-4hrs52600m 57.60735 23 C - 97% RH 111 09/14/00 CompressiveCSA-A Target-4hrs A Target-4hrs52600m 57.21189 23 C - 97% RH 111 09/14/00 Compressive 57.40962

145

Calcium Sulfoaluminate – B



Average Strength

(Mpa)CSA-B Target-4hrs um61900m10-acs 25.89372 23 C - 97% RH 0.167 06/19/00 CompressiveCSA-B Target-4hrs um61900m10-bcs 23.53526 23 C - 97% RH 0.167 06/19/00 Compressive 24.71449CSA-B Target-4hrs um61900m10-ccs 38.80219 23 C - 97% RH 1 06/20/00 CompressiveCSA-B Target-4hrs um61900m10-dcs 40.9248 23 C - 97% RH 1 06/20/00 Compressive 39.863495CSA-B Target-4hrs um61900m10-ecs 45.67244 23 C - 97% RH 7 06/26/00 CompressiveCSA-B Target-4hrs um61900m10-fcs 44.5135 23 C - 97% RH 7 06/26/00 Compressive 45.09297CSA-B Target-4hrs um61900m10-gcs 55.66519 23 C - 97% RH 90 09/17/00 CompressiveCSA-B Target-4hrs um61900m10-hcs 55.94107 23 C - 97% RH 90 09/17/00 Compressive 55.80313CSA-B Target-4hrs um61900mt-acs 24.97721 23 C - 97% RH 0.167 06/19/00 CompressiveCSA-B Target-4hrs um61900mt-bcs 25.72588 23 C - 97% RH 0.167 06/19/00 Compressive 25.351545CSA-B Target-4hrs um61900mt-ccs 38.1484 23 C - 97% RH 1 06/20/00 CompressiveCSA-B Target-4hrs um61900mt-dcs 36.98507 23 C - 97% RH 1 06/20/00 Compressive 37.566735CSA-B Target-4hrs um61900mt-ecs 46.3871 23 C - 97% RH 7 06/26/00 CompressiveCSA-B Target-4hrs um61900mt-fcs 47.77256 23 C - 97% RH 7 06/26/00 Compressive 47.07983CSA-B Target-4hrs um61900mt-gcs 59.57584 23 C - 97% RH 90 09/17/00 CompressiveCSA-B Target-4hrs um61900mt-hcs 56.96563 23 C - 97% RH 90 09/17/00 Compressive 58.270735CSA-B Target-4hrs um62100a10-acs 24.54501 20 C - 50% RH 0.167 06/21/00 CompressiveCSA-B Target-4hrs um62100a10-bcs 26.96051 20 C - 50% RH 0.167 06/21/00 Compressive 25.75276CSA-B Target-4hrs um62100a10-ccs 37.4266 20 C - 50% RH 1 06/22/00 CompressiveCSA-B Target-4hrs um62100a10-dcs 38.09026 20 C - 50% RH 1 06/22/00 Compressive 37.75843CSA-B Target-4hrs um62100a10-ecs 44.97916 20 C - 50% RH 7 06/28/00 CompressiveCSA-B Target-4hrs um62100a10-fcs 42.81321 20 C - 50% RH 7 06/28/00 Compressive 43.896185CSA-B Target-4hrs um62100a10-gcs 44.18167 20 C - 50% RH 100 09/29/00 CompressiveCSA-B Target-4hrs um62100a10-hcs 46.45073 20 C - 50% RH 100 09/29/00 Compressive 45.3162CSA-B Target-4hrs um62100at-acs 23.9351 20 C - 50% RH 0.167 06/21/00 CompressiveCSA-B Target-4hrs um62100at-bcs 23.36632 20 C - 50% RH 0.167 06/21/00 Compressive 23.65071CSA-B Target-4hrs um62100at-ccs 36.69438 20 C - 50% RH 1 06/22/00 CompressiveCSA-B Target-4hrs um62100at-dcs 37.66573 20 C - 50% RH 1 06/22/00 Compressive 37.180055CSA-B Target-4hrs um62100at-ecs 41.89616 20 C - 50% RH 7 06/28/00 CompressiveCSA-B Target-4hrs um62100at-fcs 44.44987 20 C - 50% RH 7 06/28/00 Compressive 43.173015CSA-B Target-4hrs um62100at-gcs 46.04595 20 C - 50% RH 100 09/29/00 CompressiveCSA-B Target-4hrs um62100at-hcs 44.01109 20 C - 50% RH 100 09/29/00 Compressive 45.02852CSA-B Target-4hrs um62700c10-acs 28.25602 10 C - 50% RH 0.167 06/27/00 CompressiveCSA-B Target-4hrs um62700c10-bcs 28.72672 10 C - 50% RH 0.167 06/27/00 Compressive 28.49137CSA-B Target-4hrs um62700c10-ccs 34.26955 10 C - 50% RH 1 06/28/00 CompressiveCSA-B Target-4hrs um62700c10-dcs 35.02042 10 C - 50% RH 1 06/28/00 Compressive 34.644985CSA-B Target-4hrs um62700c10-ecs 42.17643 10 C - 50% RH 7 07/04/00 CompressiveCSA-B Target-4hrs um62700c10-fcs 40.4542 10 C - 50% RH 7 07/04/00 Compressive 41.315315CSA-B Target-4hrs um62700c10-gcs 50.84076 10 C - 50% RH 90 09/25/00 CompressiveCSA-B Target-4hrs um62700c10-hcs 53.87221 10 C - 50% RH 90 09/25/00 Compressive 52.356485CSA-B Target-4hrs um62700ct-acs 19.67341 10 C - 50% RH 0.167 06/27/00 CompressiveCSA-B Target-4hrs um62700ct-bcs 20.01457 10 C - 50% RH 0.167 06/27/00 Compressive 19.84399CSA-B Target-4hrs um62700ct-ccs 38.74405 10 C - 50% RH 1 06/28/00 CompressiveCSA-B Target-4hrs um62700ct-dcs 39.46091 10 C - 50% RH 1 06/28/00 Compressive 39.10248CSA-B Target-4hrs um62700ct-ecs 41.84899 10 C - 50% RH 7 07/04/00 CompressiveCSA-B Target-4hrs um62700ct-fcs 42.33494 10 C - 50% RH 7 07/04/00 Compressive 42.091965CSA-B Target-4hrs um62700ct-gcs 55.83521 10 C - 50% RH 90 09/25/00 CompressiveCSA-B Target-4hrs um62700ct-hcs 51.57408 10 C - 50% RH 90 09/25/00 Compressive 53.704645

146

Calcium Aluminate



Average Strength

(Mpa)CA Target-4hrs lf41100A10-acs 38.03157 20 C - 50% RH 0.33 04/11/00 CompressiveCA Target-4hrs lf41100A10-bcs 39.30404 20 C - 50% RH 0.33 04/11/00 Compressive 38.667805CA Target-4hrs lf41100A10-ccs 41.61863 20 C - 50% RH 1 04/12/00 CompressiveCA Target-4hrs lf41100A10-dcs 49.74161 20 C - 50% RH 1 04/12/00 Compressive 45.68012CA Target-4hrs lf41100A10-ecs 50.37784 20 C - 50% RH 7 04/18/00 CompressiveCA Target-4hrs lf41100A10-fcs 51.27735 20 C - 50% RH 7 04/18/00 Compressive 50.827595CA Target-4hrs lf41100A10-gcs 47.07764 20 C - 50% RH 90 07/10/00 CompressiveCA Target-4hrs lf41100A10-hcs 47.79505 20 C - 50% RH 90 07/10/00 Compressive 47.436345CA Target-4hrs lf41100AT-acs 46.98824 20 C - 50% RH 0.33 04/11/00 CompressiveCA Target-4hrs lf41100AT-bcs 52.76921 20 C - 50% RH 0.33 04/11/00 Compressive 49.878725CA Target-4hrs lf41100AT-ccs 55.08928 20 C - 50% RH 1 04/12/00 CompressiveCA Target-4hrs lf41100AT-dcs 56.69632 20 C - 50% RH 1 04/12/00 Compressive 55.8928CA Target-4hrs lf41100AT-ecs 56.60308 20 C - 50% RH 7 04/18/00 CompressiveCA Target-4hrs lf41100AT-fcs 58.24852 20 C - 50% RH 7 04/18/00 Compressive 57.4258CA Target-4hrs lf41100AT-gcs 52.0156 20 C - 50% RH 90 07/10/00 CompressiveCA Target-4hrs lf41100AT-hcs 21.65178 20 C - 50% RH 90 07/10/00 Compressive 52.0156CA Target-4hrs lf41300c10-acs 36.86331 10 C - 50% RH 0.33 04/13/00 CompressiveCA Target-4hrs lf41300c10-bcs 41.66799 10 C - 50% RH 0.33 04/13/00 Compressive 39.26565CA Target-4hrs lf41300c10-ccs 42.08483 10 C - 50% RH 1 04/14/00 CompressiveCA Target-4hrs lf41300c10-dcs 45.15632 10 C - 50% RH 1 04/14/00 Compressive 43.620575CA Target-4hrs lf41300c10-ecs 50.79469 10 C - 50% RH 7 04/20/00 CompressiveCA Target-4hrs lf41300c10-fcs 48.23329 10 C - 50% RH 7 04/20/00 Compressive 49.51399CA Target-4hrs lf41300c10-gcs 57.70553 10 C - 50% RH 90 07/12/00 CompressiveCA Target-4hrs lf41300c10-hcs 58.49479 10 C - 50% RH 90 07/12/00 Compressive 58.10016CA Target-4hrs lf41300ct-acs 42.93497 10 C - 50% RH 0.33 04/13/00 CompressiveCA Target-4hrs lf41300ct-bcs 41.66799 10 C - 50% RH 0.33 04/13/00 Compressive 42.30148CA Target-4hrs lf41300ct-ccs 44.49814 10 C - 50% RH 1 04/14/00 CompressiveCA Target-4hrs lf41300ct-dcs 47.10891 10 C - 50% RH 1 04/14/00 Compressive 45.803525CA Target-4hrs lf41300ct-ecs 53.40545 10 C - 50% RH 7 04/20/00 CompressiveCA Target-4hrs lf41300ct-fcs 49.6703 10 C - 50% RH 7 04/20/00 Compressive 51.537875CA Target-4hrs lf41300ct-gcs 55.71894 10 C - 50% RH 90 07/12/00 CompressiveCA Target-4hrs lf41300ct-hcs 54.50899 10 C - 50% RH 90 07/12/00 Compressive 55.113965CA Target-4hrs lf4400m10-acs 34.98202 23 C - 97% RH 0.33 04/04/00 CompressiveCA Target-4hrs lf4400m10-bcs 25.00518 23 C - 97% RH 0.33 04/04/00 Compressive 29.9936CA Target-4hrs lf4400m10-ccs 27.594 23 C - 97% RH 1 04/05/00 CompressiveCA Target-4hrs lf4400m10-dcs 41.91481 23 C - 97% RH 1 04/05/00 Compressive 44.084045CA Target-4hrs lf4400m10-ecs 46.25328 23 C - 97% RH 7 04/11/00 CompressiveCA Target-4hrs lf4400m10-fcs 50.10909 23 C - 97% RH 7 04/11/00 Compressive 48.181185CA Target-4hrs lf4400m10-gcs 46.4798 23 C - 97% RH 90 07/03/00 CompressiveCA Target-4hrs lf4400m10-hcs 47.0557 23 C - 97% RH 90 07/03/00 Compressive 46.76775CA Target-4hrs lf4600MT-acs 34.82845 23 C - 97% RH 0.33 04/06/00 CompressiveCA Target-4hrs lf4600MT-bcs 39.20531 23 C - 97% RH 0.33 04/06/00 Compressive 37.01688CA Target-4hrs lf4600MT-ccs 49.08343 23 C - 97% RH 1 04/07/00 CompressiveCA Target-4hrs lf4600MT-dcs 46.74142 23 C - 97% RH 1 04/07/00 Compressive 47.912425CA Target-4hrs lf4600MT-ecs 61.08965 23 C - 97% RH 7 04/13/00 CompressiveCA Target-4hrs lf4600MT-fcs 55.03992 23 C - 97% RH 7 04/13/00 Compressive 58.064785CA Target-4hrs lf4600MT-gcs 50.35645 23 C - 97% RH 90 07/05/00 CompressiveCA Target-4hrs lf4600MT-hcs 56.24822 23 C - 97% RH 90 07/05/00 Compressive 53.302335

147

FLEXURAL STRENGTH


MixDesign Spec Name Strength (Mpa)Curing Regime

Spec Age (days) Test Date Test Type

Average Strength

(Mpa)Type I/II Target-28d CT41800M10-AFS 2.487466 23 C + 97% RH 7 04/25/00 FlexuralType I/II Target-28d CT41800M10-BFS 2.496232 23 C + 97% RH 7 04/25/00 Flexural 2.491849Type I/II Target-28d CT41800M10-CFS 2.799433 23 C + 97% RH 14 05/02/00 FlexuralType I/II Target-28d CT41800M10-DFS 2.744866 23 C + 97% RH 14 05/02/00 Flexural 2.7721495Type I/II Target-28d CT41800M10-EFS 3.030214 23 C + 97% RH 28 05/16/00 FlexuralType I/II Target-28d CT41800M10-FFS 3.570976 23 C + 97% RH 28 05/16/00 Flexural 3.300595Type I/II Target-28d CT41800M10-GFS 2.892864 23 C + 97% RH 90 07/17/00 FlexuralType I/II Target-28d CT41800M10-HFS 2.691362 23 C + 97% RH 90 07/17/00 Flexural 2.792113Type I/II Target-28d CT41800MT-AFS 3.121605 23 C + 97% RH 7 04/25/00 FlexuralType I/II Target-28d CT41800MT-BFS 3.071116 23 C + 97% RH 7 04/25/00 Flexural 3.0963605Type I/II Target-28d CT41800MT-CFS 2.812437 23 C + 97% RH 14 05/02/00 FlexuralType I/II Target-28d CT41800MT-DFS 3.479178 23 C + 97% RH 14 05/02/00 Flexural 3.1458075Type I/II Target-28d CT41800MT-EFS 3.53134 23 C + 97% RH 28 05/16/00 FlexuralType I/II Target-28d CT41800MT-FFS 3.383674 23 C + 97% RH 28 05/16/00 Flexural 3.457507Type I/II Target-28d CT41800MT-GFS 3.726675 23 C + 97% RH 90 07/17/00 FlexuralType I/II Target-28d CT41800MT-HFS 3.757503 23 C + 97% RH 90 07/17/00 Flexural 3.742089Type I/II Target-28d CT42000a10-afs 2.070278 20 C - 50% RH 7 04/27/00 FlexuralType I/II Target-28d CT42000a10-bfs 1.636692 20 C - 50% RH 7 04/27/00 Flexural 1.853485Type I/II Target-28d CT42000a10-cfs 2.128596 20 C - 50% RH 14 05/04/00 FlexuralType I/II Target-28d CT42000a10-dfs 1.874787 20 C - 50% RH 14 05/04/00 Flexural 2.0016915Type I/II Target-28d CT42000a10-efs 1.911622 20 C - 50% RH 28 05/18/00 FlexuralType I/II Target-28d CT42000a10-ffs 1.916316 20 C - 50% RH 28 05/18/00 Flexural 1.913969Type I/II Target-28d CT42000a10-gfs 2.286562 20 C - 50% RH 90 07/19/00 FlexuralType I/II Target-28d CT42000a10-hfs 2.375939 20 C - 50% RH 90 07/19/00 Flexural 2.3312505Type I/II Target-28d CT42000At-afs 1.939647 20 C - 50% RH 7 04/27/00 FlexuralType I/II Target-28d CT42000At-bfs 1.779968 20 C - 50% RH 7 04/27/00 Flexural 1.8598075Type I/II Target-28d CT42000At-cfs 1.886359 20 C - 50% RH 14 05/04/00 FlexuralType I/II Target-28d CT42000At-dfs 1.790335 20 C - 50% RH 14 05/04/00 Flexural 1.838347Type I/II Target-28d CT42000At-efs 1.969557 20 C - 50% RH 28 05/18/00 FlexuralType I/II Target-28d CT42000At-ffs 1.70488 20 C - 50% RH 28 05/18/00 Flexural 1.8372185Type I/II Target-28d CT42000At-gfs 2.756646 20 C - 50% RH 90 07/19/00 FlexuralType I/II Target-28d CT42000At-hfs 2.60152 20 C - 50% RH 90 07/19/00 Flexural 2.679083Type I/II Target-28d ct42100c10-afs 2.483298 10 C - 50% RH 7 04/28/00 FlexuralType I/II Target-28d ct42100c10-bfs 2.530788 10 C - 50% RH 7 04/28/00 Flexural 2.507043Type I/II Target-28d ct42100c10-cfs 2.852818 10 C - 50% RH 14 05/05/00 FlexuralType I/II Target-28d ct42100c10-dfs 2.813111 10 C - 50% RH 14 05/05/00 Flexural 2.8329645Type I/II Target-28d ct42100c10-efs 3.4835 10 C - 50% RH 28 05/19/00 FlexuralType I/II Target-28d ct42100c10-ffs 3.59796 10 C - 50% RH 28 05/19/00 Flexural 3.54073Type I/II Target-28d ct42100c10-gfs 3.15847 10 C - 50% RH 90 07/20/00 FlexuralType I/II Target-28d ct42100c10-hfs 4.020141 10 C - 50% RH 90 07/20/00 Flexural 3.5893055

Type I/II Target-28d CT42100CT-afs 2.85688 10 C - 50% RH 7 04/28/00 FlexuralType I/II Target-28d CT42100CT-bfs 2.893173 10 C - 50% RH 7 04/28/00 Flexural 2.8750265Type I/II Target-28d CT42100CT-cfs 3.620958 10 C - 50% RH 14 05/05/00 FlexuralType I/II Target-28d CT42100CT-dfs 3.464952 10 C - 50% RH 14 05/05/00 Flexural 3.542955Type I/II Target-28d CT42100CT-efs 4.01035 10 C - 50% RH 28 05/19/00 FlexuralType I/II Target-28d CT42100CT-ffs 3.569691 10 C - 50% RH 28 05/19/00 Flexural 3.7900205Type I/II Target-28d CT42100CT-gfs 4.673122 10 C - 50% RH 90 07/20/00 FlexuralType I/II Target-28d CT42100CT-hfs 4.626303 10 C - 50% RH 90 07/20/00 Flexural 4.6497125

148




Average Strength

(Mpa)Type III-A Target-12hr uc42700a10-afs 2.287275 20 C - 50% RH 0.5 04/28/00 FlexuralType III-A Target-12hr uc42700a10-bfs 2.75244 20 C - 50% RH 0.5 04/28/00 Flexural 2.5198575Type III-A Target-12hr uc42700a10-cfs 2.608521 20 C - 50% RH 1 04/28/00 FlexuralType III-A Target-12hr uc42700a10-dfs 2.763261 20 C - 50% RH 1 04/28/00 Flexural 2.685891Type III-A Target-12hr uc42700a10-efs 2.298052 20 C - 50% RH 7 05/04/00 FlexuralType III-A Target-12hr uc42700a10-ffs 2.707465 20 C - 50% RH 7 05/04/00 Flexural 2.5027585Type III-A Target-12hr uc42700a10-gfs 4.150066 20 C - 50% RH 90 07/26/00 FlexuralType III-A Target-12hr uc42700a10-hfs 4.310518 20 C - 50% RH 90 07/26/00 Flexural 4.230292Type III-A Target-12hr uc42700at-afs 2.951408 20 C - 50% RH 0.5 04/28/00 FlexuralType III-A Target-12hr uc42700at-bfs 3.158802 20 C - 50% RH 0.5 04/28/00 Flexural 3.055105Type III-A Target-12hr uc42700at-cfs 2.407052 20 C - 50% RH 1 04/28/00 FlexuralType III-A Target-12hr uc42700at-dfs 2.395794 20 C - 50% RH 1 04/28/00 Flexural 2.401423Type III-A Target-12hr uc42700at-efs 2.847207 20 C - 50% RH 7 05/04/00 FlexuralType III-A Target-12hr uc42700at-ffs 2.71863 20 C - 50% RH 7 05/04/00 Flexural 2.7829185Type III-A Target-12hr uc42700at-gfs 4.269224 20 C - 50% RH 90 07/26/00 FlexuralType III-A Target-12hr uc42700at-hfs 4.525818 20 C - 50% RH 90 07/26/00 Flexural 4.397521Type III-A Target-12hr uc53100m10-afs 2.454031 23 C + 97% RH 0.5 05/31/00 FlexuralType III-A Target-12hr uc53100m10-bfs 2.565331 23 C + 97% RH 0.5 05/31/00 Flexural 2.509681Type III-A Target-12hr uc53100m10-cfs 3.476068 23 C + 97% RH 1 06/01/00 FlexuralType III-A Target-12hr uc53100m10-dfs 3.06946 23 C + 97% RH 1 06/01/00 Flexural 3.272764Type III-A Target-12hr uc53100m10-efs 3.606711 23 C + 97% RH 7 06/07/00 FlexuralType III-A Target-12hr uc53100m10-ffs 3.696758 23 C + 97% RH 7 06/07/00 Flexural 3.6517345Type III-A Target-12hr uc53100m10-gfs 4.786547 23 C + 97% RH 90 08/29/00 FlexuralType III-A Target-12hr uc53100m10-hfs 4.697205 23 C + 97% RH 90 08/29/00 Flexural 4.741876Type III-A Target-12hr uc53100mt-afs 2.563446 23 C + 97% RH 0.5 05/31/00 FlexuralType III-A Target-12hr uc53100mt-bfs 2.649419 23 C + 97% RH 0.5 05/31/00 Flexural 2.6064325Type III-A Target-12hr uc53100mt-cfs 2.821497 23 C + 97% RH 1 06/01/00 FlexuralType III-A Target-12hr uc53100mt-dfs 3.372808 23 C + 97% RH 1 06/01/00 Flexural 3.0971525Type III-A Target-12hr uc53100mt-efs 3.831582 23 C + 97% RH 7 06/07/00 FlexuralType III-A Target-12hr uc53100mt-ffs 3.252511 23 C + 97% RH 7 06/07/00 Flexural 3.5420465Type III-A Target-12hr uc53100mt-gfs 5.229183 23 C + 97% RH 90 08/29/00 FlexuralType III-A Target-12hr uc53100mt-hfs 5.046145 23 C + 97% RH 90 08/29/00 Flexural 5.137664Type III-A Target-12hr uc6100c10-afs 1.918677 10 C - 50% RH 0.5 06/02/00 FlexuralType III-A Target-12hr uc6100c10-bfs 1.730106 10 C - 50% RH 0.5 06/02/00 Flexural 1.8243915Type III-A Target-12hr uc6100c10-cfs 2.696052 10 C - 50% RH 1 06/02/00 FlexuralType III-A Target-12hr uc6100c10-dfs 2.249395 10 C - 50% RH 1 06/02/00 Flexural 2.4727235Type III-A Target-12hr uc6100c10-efs 4.536805 10 C - 50% RH 7 06/08/00 FlexuralType III-A Target-12hr uc6100c10-ffs 4.170878 10 C - 50% RH 7 06/08/00 Flexural 4.3538415Type III-A Target-12hr uc6100c10-gfs 5.763846 10 C - 50% RH 90 08/30/00 FlexuralType III-A Target-12hr uc6100c10-hfs 5.759737 10 C - 50% RH 90 08/30/00 Flexural 5.7617915Type III-A Target-12hr uc6100ct-afs 1.535875 10 C - 50% RH 0.5 06/02/00 FlexuralType III-A Target-12hr uc6100ct-bfs 1.61249 10 C - 50% RH 0.5 06/02/00 Flexural 1.5741825Type III-A Target-12hr uc6100ct-cfs 2.742563 10 C - 50% RH 1 06/02/00 FlexuralType III-A Target-12hr uc6100ct-dfs 2.897802 10 C - 50% RH 1 06/02/00 Flexural 2.8201825Type III-A Target-12hr uc6100ct-efs 4.201813 10 C - 50% RH 7 06/08/00 FlexuralType III-A Target-12hr uc6100ct-ffs 4.170414 10 C - 50% RH 7 06/08/00 Flexural 4.1861135Type III-A Target-12hr uc6100ct-gfs 5.719277 10 C - 50% RH 90 08/30/00 FlexuralType III-A Target-12hr uc6100ct-hfs 6.686936 10 C - 50% RH 90 08/30/00 Flexural 6.2031065

149




Average Strength

(Mpa)Type III -B Target-12hr IM42800M10-AFS 3.320681 23 C + 97% RH 0.33 04/29/00 FlexuralType III -B Target-12hr IM42800M10-BFS 3.235366 23 C + 97% RH 0.33 04/29/00 Flexural 3.2780235Type III -B Target-12hr IM42800M10-CFS 3.962863 23 C + 97% RH 1 04/29/00 FlexuralType III -B Target-12hr IM42800M10-DFS 3.76748 23 C + 97% RH 1 04/29/00 Flexural 3.8651715Type III -B Target-12hr IM42800M10-EFS 4.816104 23 C + 97% RH 7 05/05/00 FlexuralType III -B Target-12hr IM42800M10-FFS 4.953578 23 C + 97% RH 7 05/05/00 Flexural 4.884841Type III -B Target-12hr IM42800M10-GFS 7.079564 23 C + 97% RH 90 07/27/00 FlexuralType III -B Target-12hr IM42800M10-HFS 6.753802 23 C + 97% RH 90 07/27/00 Flexural 6.916683Type III -B Target-12hr IM42800MT-AFS 3.680199 23 C + 97% RH 0.33 04/28/00 FlexuralType III -B Target-12hr IM42800MT-BFS 3.654944 23 C + 97% RH 0.33 04/28/00 Flexural 3.6675715Type III -B Target-12hr IM42800MT-CFS 3.833879 23 C + 97% RH 1 04/29/00 FlexuralType III -B Target-12hr IM42800MT-DFS 3.696904 23 C + 97% RH 1 04/29/00 Flexural 3.7653915Type III -B Target-12hr IM42800MT-EFS 4.993533 23 C + 97% RH 7 05/05/00 FlexuralType III -B Target-12hr IM42800MT-FFS 5.058216 23 C + 97% RH 7 05/05/00 Flexural 5.0258745Type III -B Target-12hr IM42800MT-GFS 6.843344 23 C + 97% RH 90 07/27/00 FlexuralType III -B Target-12hr IM42800MT-HFS 7.054637 23 C + 97% RH 90 07/27/00 Flexural 6.9489905Type III -B Target-12hr IM5200AT-AFS 2.896508 20 C - 50% RH 0.33 05/02/00 FlexuralType III -B Target-12hr IM5200AT-BFS 3.09854 20 C - 50% RH 0.33 05/02/00 Flexural 2.997524Type III -B Target-12hr IM5200AT-CFS 3.645031 20 C - 50% RH 1 05/03/00 FlexuralType III -B Target-12hr IM5200AT-DFS 4.066276 20 C - 50% RH 1 05/03/00 Flexural 3.8556535Type III -B Target-12hr IM5200AT-EFS 3.313978 20 C - 50% RH 7 05/09/00 FlexuralType III -B Target-12hr IM5200AT-FFS 4.235769 20 C - 50% RH 7 05/09/00 Flexural 3.7748735Type III -B Target-12hr IM5200AT-GFS 4.614711 20 C - 50% RH 90 07/31/00 FlexuralType III -B Target-12hr IM5200AT-HFS 4.779869 20 C - 50% RH 90 07/31/00 Flexural 4.69729Type III -B Target-12hr IM5500C10-AFS 2.417049 10 C - 50% RH 0.33 05/05/00 FlexuralType III -B Target-12hr IM5500C10-BFS 2.363237 10 C - 50% RH 0.33 05/05/00 Flexural 2.390143Type III -B Target-12hr IM5500C10-CFS 3.717386 10 C - 50% RH 1 05/06/00 FlexuralType III -B Target-12hr IM5500C10-DFS 3.802865 10 C - 50% RH 1 05/06/00 Flexural 3.7601255Type III -B Target-12hr IM5500C10-EFS 6.653161 10 C - 50% RH 7 05/12/00 FlexuralType III -B Target-12hr IM5500C10-FFS 6.745423 10 C - 50% RH 7 05/12/00 Flexural 6.699292Type III -B Target-12hr IM5500C10-GFS 8.126004 10 C - 50% RH 90 08/03/00 FlexuralType III -B Target-12hr IM5500C10-HFS 8.137502 10 C - 50% RH 90 08/03/00 Flexural 8.131753Type III -B Target-12hr IM5500CT-AFS 1.97911 10 C - 50% RH 0.33 05/05/00 FlexuralType III -B Target-12hr IM5500CT-BFS 1.778658 10 C - 50% RH 0.33 05/05/00 Flexural 1.878884Type III -B Target-12hr IM5500CT-CFS 3.549214 10 C - 50% RH 1 05/06/00 FlexuralType III -B Target-12hr IM5500CT-DFS 3.61081 10 C - 50% RH 1 05/06/00 Flexural 3.580012Type III -B Target-12hr IM5500CT-EFS 6.344527 10 C - 50% RH 7 05/12/00 FlexuralType III -B Target-12hr IM5500CT-FFS 6.255311 10 C - 50% RH 7 05/12/00 Flexural 6.299919Type III -B Target-12hr IM5500CT-GFS 8.098414 10 C - 50% RH 90 08/03/00 FlexuralType III -B Target-12hr IM5500CT-HFS 7.789531 10 C - 50% RH 90 08/03/00 Flexural 7.9439725Type III -B Target-12hr im6100a10-afs 2.193518 20 C - 50% RH 0.33333 06/01/00 FlexuralType III -B Target-12hr im6100a10-bfs 2.510375 20 C - 50% RH 0.33333 06/01/00 Flexural 2.3519465Type III -B Target-12hr im6100a10-cfs 3.198128 20 C - 50% RH 1 06/02/00 FlexuralType III -B Target-12hr im6100a10-dfs 3.386667 20 C - 50% RH 1 06/02/00 Flexural 3.2923975Type III -B Target-12hr im6100a10-efs 3.443727 20 C - 50% RH 7 06/08/00 FlexuralType III -B Target-12hr im6100a10-ffs 2.852615 20 C - 50% RH 7 06/08/00 Flexural 3.148171Type III -B Target-12hr im6100a10-gfs 5.162591 20 C - 50% RH 90 08/30/00 FlexuralType III -B Target-12hr im6100a10-hfs 4.768687 20 C - 50% RH 90 08/30/00 Flexural 4.965639

150

Calcium Sulfoaluminate – A



Average Strength

(Mpa)CSA-A Target-4hrs CSA-A Target-4hrs51600mt-afs 3.726887 23 C + 97% RH 0.167 05/16/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51600mt-bfs 3.265149 23 C + 97% RH 0.167 05/16/00 Flexural 3.496018CSA-A Target-4hrs CSA-A Target-4hrs51600mt-cfs 4.356346 23 C + 97% RH 1 05/17/00 Flexural

CSA-A Target-4hrs CSA-A Target-4hrs51600mt-dfs 4.748562 23 C + 97% RH 1 05/17/00 Flexural 4.552454CSA-A Target-4hrs CSA-A Target-4hrs51600mt-efs 5.291579 23 C + 97% RH 7 05/23/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51600mt-ffs 5.374127 23 C + 97% RH 7 05/23/00 Flexural 5.332853CSA-A Target-4hrs CSA-A Target-4hrs51600mt-gfs 5.432085 23 C + 97% RH 90 08/14/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51600mt-hfs 5.318856 23 C + 97% RH 90 08/14/00 Flexural 5.3754705CSA-A Target-4hrs CSA-A Target-4hrs51800a10-afs 3.329372 20 C - 50% RH 0.167 05/18/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51800a10-bfs 3.492665 20 C - 50% RH 0.167 05/18/00 Flexural 3.4110185CSA-A Target-4hrs CSA-A Target-4hrs51800a10-cfs 4.697908 20 C - 50% RH 1 05/19/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51800a10-dfs 3.685152 20 C - 50% RH 1 05/19/00 Flexural 4.19153CSA-A Target-4hrs CSA-A Target-4hrs51800a10-efs 3.715471 20 C - 50% RH 7 05/25/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51800a10-ffs 4.023719 20 C - 50% RH 7 05/25/00 Flexural 3.869595CSA-A Target-4hrs CSA-A Target-4hrs51800a10-gfs 4.842175 20 C - 50% RH 90 08/16/00 Flexural

CSA-A Target-4hrs CSA-A Target-4hrs51800a10-hfs 4.252686 20 C - 50% RH 90 08/16/00 Flexural 4.5474305CSA-A Target-4hrs CSA-A Target-4hrs51800AT-AFS 3.123446 20 C - 50% RH 0.167 05/18/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51800AT-bFS 2.960165 20 C - 50% RH 0.167 05/18/00 Flexural 3.0418055CSA-A Target-4hrs CSA-A Target-4hrs51800AT-cFS 3.986151 20 C - 50% RH 1 05/19/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51800AT-dFS 3.997595 20 C - 50% RH 1 05/19/00 Flexural 3.991873CSA-A Target-4hrs CSA-A Target-4hrs51800AT-eFS 3.950525 20 C - 50% RH 7 05/25/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51800AT-fFS 3.702785 20 C - 50% RH 7 05/25/00 Flexural 3.826655CSA-A Target-4hrs CSA-A Target-4hrs51800AT-gFS 4.282931 20 C - 50% RH 90 08/16/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs51800AT-hFS 4.992969 20 C - 50% RH 90 08/16/00 Flexural 4.63795CSA-A Target-4hrs CSA-A Target-4hrs52500c10-afs 2.242966 10 C - 50% RH 0.167 05/25/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52500c10-bfs 2.256473 10 C - 50% RH 0.167 05/25/00 Flexural 2.2497195

CSA-A Target-4hrs CSA-A Target-4hrs52500c10-cfs 3.569026 10 C - 50% RH 1 05/26/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52500c10-dfs 2.884865 10 C - 50% RH 1 05/26/00 Flexural 3.2269455CSA-A Target-4hrs CSA-A Target-4hrs52500c10-efs 4.364212 10 C - 50% RH 7 06/01/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52500c10-ffs 4.263908 10 C - 50% RH 7 06/01/00 Flexural 4.31406CSA-A Target-4hrs CSA-A Target-4hrs52500c10-gfs 4.797511 10 C - 50% RH 90 08/23/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52500c10-hfs 5.096487 10 C - 50% RH 90 08/23/00 Flexural 4.946999CSA-A Target-4hrs CSA-A Target-4hrs52500ct-afs 2.07463 10 C - 50% RH 0.167 05/25/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52500ct-bfs 1.860906 10 C - 50% RH 0.167 05/25/00 Flexural 1.967768CSA-A Target-4hrs CSA-A Target-4hrs52500ct-cfs 2.988605 10 C - 50% RH 1 05/26/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52500ct-dfs 2.919072 10 C - 50% RH 1 05/26/00 Flexural 2.9538385CSA-A Target-4hrs CSA-A Target-4hrs52500ct-efs 3.79819 10 C - 50% RH 7 06/01/00 Flexural

CSA-A Target-4hrs CSA-A Target-4hrs52500ct-ffs 3.899029 10 C - 50% RH 7 06/01/00 Flexural 3.8486095CSA-A Target-4hrs CSA-A Target-4hrs52500ct-gfs 5.260518 10 C - 50% RH 90 08/23/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52500ct-hfs 6.036216 10 C - 50% RH 90 08/23/00 Flexural 5.648367CSA-A Target-4hrs CSA-A Target-4hrs52600m10-afs 2.296006 23 C + 97% RH 0.167 05/26/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52600m10-bfs 2.203405 23 C + 97% RH 0.167 05/26/00 Flexural 2.2497055CSA-A Target-4hrs CSA-A Target-4hrs52600m10-cfs 3.486922 23 C + 97% RH 1 05/27/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52600m10-dfs 3.981705 23 C + 97% RH 1 05/27/00 Flexural 3.7343135CSA-A Target-4hrs CSA-A Target-4hrs52600m10-efs 4.421669 23 C + 97% RH 7 06/02/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52600m10-ffs 4.719484 23 C + 97% RH 7 06/02/00 Flexural 4.5705765CSA-A Target-4hrs CSA-A Target-4hrs52600m10-gfs 4.704706 23 C + 97% RH 111 09/14/00 FlexuralCSA-A Target-4hrs CSA-A Target-4hrs52600m10-hfs 5.155167 23 C + 97% RH 111 09/14/00 Flexural 4.9299365

151




Average Strength

(Mpa)CSA-B Target-4hrs um61900m10-afs 2.934024 23 C + 97% RH 0.167 06/19/00 FlexuralCSA-B Target-4hrs um61900m10-bfs 2.964636 23 C + 97% RH 0.167 06/19/00 Flexural 2.94933CSA-B Target-4hrs um61900m10-cfs 3.262614 23 C + 97% RH 1 06/20/00 FlexuralCSA-B Target-4hrs um61900m10-dfs 3.463132 23 C + 97% RH 1 06/20/00 Flexural 3.362873CSA-B Target-4hrs um61900m10-efs 4.091329 23 C + 97% RH 7 06/26/00 FlexuralCSA-B Target-4hrs um61900m10-ffs 4.131543 23 C + 97% RH 7 06/26/00 Flexural 4.111436CSA-B Target-4hrs um61900m10-gfs 4.965375 23 C + 97% RH 90 09/17/00 FlexuralCSA-B Target-4hrs um61900m10-hfs 5.705047 23 C + 97% RH 90 09/17/00 Flexural 5.335211CSA-B Target-4hrs um61900mt-afs 3.183907 23 C + 97% RH 0.167 06/19/00 FlexuralCSA-B Target-4hrs um61900mt-bfs 3.663016 23 C + 97% RH 0.167 06/19/00 Flexural 3.4234615CSA-B Target-4hrs um61900mt-cfs 3.755292 23 C + 97% RH 1 06/20/00 FlexuralCSA-B Target-4hrs um61900mt-dfs 3.140156 23 C + 97% RH 1 06/20/00 Flexural 3.447724CSA-B Target-4hrs um61900mt-efs 4.393548 23 C + 97% RH 7 06/26/00 FlexuralCSA-B Target-4hrs um61900mt-ffs 4.160738 23 C + 97% RH 7 06/26/00 Flexural 4.277143CSA-B Target-4hrs um61900mt-gfs 5.63585 23 C + 97% RH 90 09/17/00 FlexuralCSA-B Target-4hrs um61900mt-hfs 5.282866 23 C + 97% RH 90 09/17/00 Flexural 5.459358CSA-B Target-4hrs um62100a10-afs 3.127302 20 C - 50% RH 0.167 06/21/00 FlexuralCSA-B Target-4hrs um62100a10-bfs 3.262999 20 C - 50% RH 0.167 06/21/00 Flexural 3.1951505CSA-B Target-4hrs um62100a10-cfs 3.809833 20 C - 50% RH 1 06/22/00 FlexuralCSA-B Target-4hrs um62100a10-dfs 3.476544 20 C - 50% RH 1 06/22/00 Flexural 3.6431885CSA-B Target-4hrs um62100a10-efs 3.478208 20 C - 50% RH 7 06/28/00 FlexuralCSA-B Target-4hrs um62100a10-ffs 3.479949 20 C - 50% RH 7 06/28/00 Flexural 3.4790785CSA-B Target-4hrs um62100a10-gfs 3.727038 20 C - 50% RH 100 09/29/00 FlexuralCSA-B Target-4hrs um62100a10-hfs 3.582323 20 C - 50% RH 100 09/29/00 Flexural 3.6546805CSA-B Target-4hrs um62100at-afs 3.30721 20 C - 50% RH 0.167 06/21/00 FlexuralCSA-B Target-4hrs um62100at-bfs 3.372808 20 C - 50% RH 0.167 06/21/00 Flexural 3.340009CSA-B Target-4hrs um62100at-cfs 3.704493 20 C - 50% RH 1 06/22/00 FlexuralCSA-B Target-4hrs um62100at-dfs 3.496351 20 C - 50% RH 1 06/22/00 Flexural 3.600422CSA-B Target-4hrs um62100at-efs 3.012831 20 C - 50% RH 7 06/28/00 FlexuralCSA-B Target-4hrs um62100at-ffs 3.440932 20 C - 50% RH 7 06/28/00 Flexural 3.2268815CSA-B Target-4hrs um62100at-gfs 3.654995 20 C - 50% RH 100 09/29/00 FlexuralCSA-B Target-4hrs um62100at-hfs 3.505201 20 C - 50% RH 100 09/29/00 Flexural 3.580098CSA-B Target-4hrs um62700c10-afs 3.232702 10 C - 50% RH 0.167 06/27/00 FlexuralCSA-B Target-4hrs um62700c10-bfs 3.772225 10 C - 50% RH 0.167 06/27/00 Flexural 3.5024635CSA-B Target-4hrs um62700c10-cfs 4.247536 10 C - 50% RH 1 06/28/00 FlexuralCSA-B Target-4hrs um62700c10-dfs 3.8814 10 C - 50% RH 1 06/28/00 Flexural 4.064468CSA-B Target-4hrs um62700c10-efs 4.610673 10 C - 50% RH 7 07/04/00 FlexuralCSA-B Target-4hrs um62700c10-ffs 4.814992 10 C - 50% RH 7 07/04/00 Flexural 4.7128325CSA-B Target-4hrs um62700c10-gfs 5.28212 10 C - 50% RH 90 09/25/00 FlexuralCSA-B Target-4hrs um62700c10-hfs 5.285797 10 C - 50% RH 90 09/25/00 Flexural 5.2839585CSA-B Target-4hrs um62700ct-afs 3.152878 10 C - 50% RH 0.167 06/27/00 FlexuralCSA-B Target-4hrs um62700ct-bfs 3.1022 10 C - 50% RH 0.167 06/27/00 Flexural 3.127539CSA-B Target-4hrs um62700ct-cfs 4.244075 10 C - 50% RH 1 06/28/00 FlexuralCSA-B Target-4hrs um62700ct-dfs 4.169508 10 C - 50% RH 1 06/28/00 Flexural 4.2067915CSA-B Target-4hrs um62700ct-efs 4.373312 10 C - 50% RH 7 07/04/00 FlexuralCSA-B Target-4hrs um62700ct-ffs 5.329139 10 C - 50% RH 7 07/04/00 Flexural 4.8512255CSA-B Target-4hrs um62700ct-gfs 5.203303 10 C - 50% RH 90 09/25/00 FlexuralCSA-B Target-4hrs um62700ct-hfs 5.989906 10 C - 50% RH 90 09/25/00 Flexural 5.5966045

152

Calcium Aluminate



Average Strength

(Mpa)CA Target-4hrs lf41100A10-afs 3.475199 20 C - 50% RH 0.33 04/11/00 FlexuralCA Target-4hrs lf41100A10-bfs 3.754427 20 C - 50% RH 0.33 04/11/00 Flexural 3.614813CA Target-4hrs lf41100A10-cfs 5.353318 20 C - 50% RH 1 04/12/00 FlexuralCA Target-4hrs lf41100A10-dfs 4.364204 20 C - 50% RH 1 04/12/00 Flexural 4.858761CA Target-4hrs lf41100A10-efs 4.076311 20 C - 50% RH 7 04/18/00 FlexuralCA Target-4hrs lf41100A10-ffs 3.762959 20 C - 50% RH 7 04/18/00 Flexural 3.919635CA Target-4hrs lf41100A10-gfs 3.665452 20 C - 50% RH 90 07/10/00 FlexuralCA Target-4hrs lf41100A10-hfs 4.735908 20 C - 50% RH 90 07/10/00 Flexural 4.20068CA Target-4hrs lf41100At-afs 4.825909 20 C - 50% RH 0.33 04/11/00 FlexuralCA Target-4hrs lf41100At-bfs 5.254456 20 C - 50% RH 0.33 04/11/00 Flexural 5.0401825CA Target-4hrs lf41100At-cfs 5.703181 20 C - 50% RH 1 04/12/00 FlexuralCA Target-4hrs lf41100At-dfs 5.609248 20 C - 50% RH 1 04/12/00 Flexural 5.6562145CA Target-4hrs lf41100At-efs 5.48689 20 C - 50% RH 7 04/18/00 FlexuralCA Target-4hrs lf41100At-ffs 6.10667 20 C - 50% RH 7 04/18/00 Flexural 5.79678CA Target-4hrs lf41100At-gfs 5.633772 20 C - 50% RH 90 07/10/00 FlexuralCA Target-4hrs lf41100At-hfs 4.690956 20 C - 50% RH 90 07/10/00 Flexural 5.162364CA Target-4hrs lf41300c10-afs 4.704954 10 C - 50% RH 0.33 04/13/00 FlexuralCA Target-4hrs lf41300c10-bfs 4.14227 10 C - 50% RH 0.33 04/13/00 Flexural 4.423612CA Target-4hrs lf41300c10-cfs 4.73096 10 C - 50% RH 1 04/14/00 FlexuralCA Target-4hrs lf41300c10-dfs 5.091062 10 C - 50% RH 1 04/14/00 Flexural 4.911011CA Target-4hrs lf41300c10-efs 4.832214 10 C - 50% RH 7 04/20/00 FlexuralCA Target-4hrs lf41300c10-ffs 6.264534 10 C - 50% RH 7 04/20/00 Flexural 5.548374CA Target-4hrs lf41300c10-gfs 5.859278 10 C - 50% RH 90 07/12/00 FlexuralCA Target-4hrs lf41300c10-hfs 5.839588 10 C - 50% RH 90 07/12/00 Flexural 5.849433CA Target-4hrs lf41300ct-afs 5.395625 10 C - 50% RH 0.33 04/13/00 FlexuralCA Target-4hrs lf41300ct-bfs 4.251396 10 C - 50% RH 0.33 04/13/00 Flexural 4.8235105CA Target-4hrs lf41300ct-cfs 4.830649 10 C - 50% RH 1 04/14/00 FlexuralCA Target-4hrs lf41300ct-dfs 5.024294 10 C - 50% RH 1 04/14/00 Flexural 4.9274715CA Target-4hrs lf41300ct-efs 6.367083 10 C - 50% RH 7 04/20/00 FlexuralCA Target-4hrs lf41300ct-ffs 6.024414 10 C - 50% RH 7 04/20/00 Flexural 6.1957485CA Target-4hrs lf41300ct-gfs 6.200911 10 C - 50% RH 90 07/12/00 FlexuralCA Target-4hrs lf41300ct-hfs 6.679671 10 C - 50% RH 90 07/12/00 Flexural 6.440291CA Target-4hrs lf4400m10-bfs 3.186628 23 C + 97% RH 0.33 04/04/00 Flexural 3.186628CA Target-4hrs lf4400m10-cfs 4.147156 23 C + 97% RH 1 04/05/00 FlexuralCA Target-4hrs lf4400m10-dfs 4.515096 23 C + 97% RH 1 04/05/00 Flexural 4.331126CA Target-4hrs lf4400m10-efs 6.363369 23 C + 97% RH 7 04/11/00 FlexuralCA Target-4hrs lf4400m10-ffs 5.014249 23 C + 97% RH 7 04/11/00 Flexural 5.688809CA Target-4hrs lf4400m10-gfs 4.696963 23 C + 97% RH 90 07/03/00 FlexuralCA Target-4hrs lf4400m10-hfs 6.218682 23 C + 97% RH 90 07/03/00 Flexural 5.4578225CA Target-4hrs lf4600MT-afs 3.68266 23 C + 97% RH 0.3 04/06/00 FlexuralCA Target-4hrs lf4600MT-bfs 4.743999 23 C + 97% RH 0.33 04/06/00 Flexural 4.2133295CA Target-4hrs lf4600MT-cfs 5.216736 23 C + 97% RH 1 04/07/00 FlexuralCA Target-4hrs lf4600MT-dfs 4.941787 23 C + 97% RH 1 04/07/00 Flexural 5.0792615CA Target-4hrs lf4600MT-efs 7.398316 23 C + 97% RH 7 04/13/00 FlexuralCA Target-4hrs lf4600MT-ffs 7.62753 23 C + 97% RH 7 04/13/00 Flexural 7.512923CA Target-4hrs lf4600MT-gfs 6.945668 23 C + 97% RH 90 07/05/00 FlexuralCA Target-4hrs lf4600MT-hfs 6.723847 23 C + 97% RH 90 07/05/00 Flexural 6.8347575

153

SHRINKAGE, CONCRETE BEAMS


Cement type Cement content (kg/m^3)

Water Content Aggregate type C/A by

volumeCuring Regime

Specimen Age

(days)

Average shrinkage

Type I/II 362.49 0.42 Rounded Gravel 0.17 10 C - 50% RH 3 0.0Type I/II 362.49 0.42 Rounded Gravel 0.17 10 C - 50% RH 7 -40.9Type I/II 362.49 0.42 Rounded Gravel 0.17 10 C - 50% RH 14 -43.2Type I/II 362.49 0.42 Rounded Gravel 0.17 10 C - 50% RH 28 -145.9Type I/II 362.49 0.42 Rounded Gravel 0.17 10 C - 50% RH 90 -77.1Type I/II 362.49 0.42 Rounded Gravel 0.17 20 C - 50% RH 3 0.0Type I/II 362.49 0.42 Rounded Gravel 0.17 20 C - 50% RH 7 -122.6Type I/II 362.49 0.42 Rounded Gravel 0.17 20 C - 50% RH 14 -267.4Type I/II 362.49 0.42 Rounded Gravel 0.17 20 C - 50% RH 28 -513.7Type I/II 362.49 0.42 Rounded Gravel 0.17 20 C - 50% RH 90 -631.6Type I/II 362.49 0.42 Rounded Gravel 0.17 23 C - 97% RH 3 0.0Type I/II 362.49 0.42 Rounded Gravel 0.17 23 C - 97% RH 7 25.7Type I/II 362.49 0.42 Rounded Gravel 0.17 23 C - 97% RH 14 -74.7Type I/II 362.49 0.42 Rounded Gravel 0.17 23 C - 97% RH 28 -89.9Type I/II 362.49 0.42 Rounded Gravel 0.17 23 C - 97% RH 90 -52.5Type I/II 362.49 0.42 Rounded Gravel 0.17 40 C + ~0%RH 3 0.0Type I/II 362.49 0.42 Rounded Gravel 0.17 40 C + ~0%RH 7 -73.6Type I/II 362.49 0.42 Rounded Gravel 0.17 40 C + ~0%RH 14 -461.2Type I/II 362.49 0.42 Rounded Gravel 0.17 40 C + ~0%RH 28 -685.3Type I/II 362.49 0.42 Rounded Gravel 0.17 40 C + ~0%RH 90 -603.6Type I/II 362.49 0.46 Rounded Gravel 0.17 10 C - 50% RH 3 0.0Type I/II 362.49 0.46 Rounded Gravel 0.17 10 C - 50% RH 7 -67.7Type I/II 362.49 0.46 Rounded Gravel 0.17 10 C - 50% RH 14 -106.2Type I/II 362.49 0.46 Rounded Gravel 0.17 10 C - 50% RH 28 -70.1Type I/II 362.49 0.46 Rounded Gravel 0.17 10 C - 50% RH 90 -87.6Type I/II 362.49 0.46 Rounded Gravel 0.17 20 C - 50% RH 3 0.0Type I/II 362.49 0.46 Rounded Gravel 0.17 20 C - 50% RH 7 -164.6Type I/II 362.49 0.46 Rounded Gravel 0.17 20 C - 50% RH 14 -295.4Type I/II 362.49 0.46 Rounded Gravel 0.17 20 C - 50% RH 28 -428.5Type I/II 362.49 0.46 Rounded Gravel 0.17 20 C - 50% RH 90 -586.1Type I/II 362.49 0.46 Rounded Gravel 0.17 23 C - 97% RH 3 0.0Type I/II 362.49 0.46 Rounded Gravel 0.17 23 C - 97% RH 7 -93.4Type I/II 362.49 0.46 Rounded Gravel 0.17 23 C - 97% RH 14 -95.7Type I/II 362.49 0.46 Rounded Gravel 0.17 23 C - 97% RH 28 -37.4Type I/II 362.49 0.46 Rounded Gravel 0.17 23 C - 97% RH 90 -36.2Type I/II 362.49 0.46 Rounded Gravel 0.17 40 C + ~0%RH 3 0.0Type I/II 362.49 0.46 Rounded Gravel 0.17 40 C + ~0%RH 7 -520.7Type I/II 362.49 0.46 Rounded Gravel 0.17 40 C + ~0%RH 14 -567.4Type I/II 362.49 0.46 Rounded Gravel 0.17 40 C + ~0%RH 28 -541.7Type I/II 362.49 0.46 Rounded Gravel 0.17 40 C + ~0%RH 90 -580.3

154




volumeCuring Regime

Specimen Age

(days)

Average shrinkage

Type III-A 446.14 0.38 Rounded Gravel 0.21 10 C - 50% RH 3 0.0Type III-A 446.14 0.38 Rounded Gravel 0.21 10 C - 50% RH 7 -88.7Type III-A 446.14 0.38 Rounded Gravel 0.21 10 C - 50% RH 14 -127.3Type III-A 446.14 0.38 Rounded Gravel 0.21 10 C - 50% RH 28 -119.1Type III-A 446.14 0.38 Rounded Gravel 0.21 10 C - 50% RH 90 -101.6Type III-A 446.14 0.38 Rounded Gravel 0.21 20 C - 50% RH 3 0.0Type III-A 446.14 0.38 Rounded Gravel 0.21 20 C - 50% RH 7 -269.7Type III-A 446.14 0.38 Rounded Gravel 0.21 20 C - 50% RH 14 -416.8Type III-A 446.14 0.38 Rounded Gravel 0.21 20 C - 50% RH 28 -659.7Type III-A 446.14 0.38 Rounded Gravel 0.21 20 C - 50% RH 90 -845.3Type III-A 446.14 0.38 Rounded Gravel 0.21 23 C - 97% RH 3 0.0Type III-A 446.14 0.38 Rounded Gravel 0.21 23 C - 97% RH 7 -59.5Type III-A 446.14 0.38 Rounded Gravel 0.21 23 C - 97% RH 14 -63.0Type III-A 446.14 0.38 Rounded Gravel 0.21 23 C - 97% RH 28 -192.6Type III-A 446.14 0.38 Rounded Gravel 0.21 23 C - 97% RH 90 -46.7Type III-A 446.14 0.38 Rounded Gravel 0.21 40 C + ~0%RH 3 0.0Type III-A 446.14 0.38 Rounded Gravel 0.21 40 C + ~0%RH 7 -414.5Type III-A 446.14 0.38 Rounded Gravel 0.21 40 C + ~0%RH 14 -657.3Type III-A 446.14 0.38 Rounded Gravel 0.21 40 C + ~0%RH 28 -819.6Type III-A 446.14 0.38 Rounded Gravel 0.21 40 C + ~0%RH 90 -945.7Type III-A 446.14 0.42 Rounded Gravel 0.21 10 C - 50% RH 3 0.0Type III-A 446.14 0.42 Rounded Gravel 0.21 10 C - 50% RH 7 -72.4Type III-A 446.14 0.42 Rounded Gravel 0.21 10 C - 50% RH 14 -131.9Type III-A 446.14 0.42 Rounded Gravel 0.21 10 C - 50% RH 28 -105.1Type III-A 446.14 0.42 Rounded Gravel 0.21 10 C - 50% RH 90 -119.1Type III-A 446.14 0.42 Rounded Gravel 0.21 20 C - 50% RH 3 0.0Type III-A 446.14 0.42 Rounded Gravel 0.21 20 C - 50% RH 7 -254.5Type III-A 446.14 0.42 Rounded Gravel 0.21 20 C - 50% RH 14 -402.8Type III-A 446.14 0.42 Rounded Gravel 0.21 20 C - 50% RH 28 -634.0Type III-A 446.14 0.42 Rounded Gravel 0.21 20 C - 50% RH 90 -826.6Type III-A 446.14 0.42 Rounded Gravel 0.21 23 C - 97% RH 3 0.0Type III-A 446.14 0.42 Rounded Gravel 0.21 23 C - 97% RH 7 -53.7Type III-A 446.14 0.42 Rounded Gravel 0.21 23 C - 97% RH 14 -79.4Type III-A 446.14 0.42 Rounded Gravel 0.21 23 C - 97% RH 28 -197.3Type III-A 446.14 0.42 Rounded Gravel 0.21 23 C - 97% RH 90 -71.2Type III-A 446.14 0.42 Rounded Gravel 0.21 40 C + ~0%RH 3 0.0Type III-A 446.14 0.42 Rounded Gravel 0.21 40 C + ~0%RH 7 -364.3Type III-A 446.14 0.42 Rounded Gravel 0.21 40 C + ~0%RH 14 -589.6Type III-A 446.14 0.42 Rounded Gravel 0.21 40 C + ~0%RH 28 -750.7Type III-A 446.14 0.42 Rounded Gravel 0.21 40 C + ~0%RH 90 -864.0

155




volumeCuring Regime

Specimen Age

(days)

Average shrinkage

Type III -B 474.62 0.36 Crushed Stone 0.22 10 C - 50% RH 3 0.0Type III -B 474.62 0.36 Crushed Stone 0.22 10 C - 50% RH 7 -85.2Type III -B 474.62 0.36 Crushed Stone 0.22 10 C - 50% RH 14 -82.9Type III -B 474.62 0.36 Crushed Stone 0.22 10 C - 50% RH 28 -73.6Type III -B 474.62 0.36 Crushed Stone 0.22 10 C - 50% RH 90 -133.1Type III -B 474.62 0.36 Crushed Stone 0.22 20 C - 50% RH 3 0.0Type III -B 474.62 0.36 Crushed Stone 0.22 20 C - 50% RH 7 -289.6Type III -B 474.62 0.36 Crushed Stone 0.22 20 C - 50% RH 14 -422.7Type III -B 474.62 0.36 Crushed Stone 0.22 20 C - 50% RH 28 -641.0Type III -B 474.62 0.36 Crushed Stone 0.22 20 C - 50% RH 90 -718.0Type III -B 474.62 0.36 Crushed Stone 0.22 23 C - 97% RH 3 0.0Type III -B 474.62 0.36 Crushed Stone 0.22 23 C - 97% RH 7 -89.9Type III -B 474.62 0.36 Crushed Stone 0.22 23 C - 97% RH 14 -29.2Type III -B 474.62 0.36 Crushed Stone 0.22 23 C - 97% RH 28 -84.1Type III -B 474.62 0.36 Crushed Stone 0.22 23 C - 97% RH 90 -77.1Type III -B 474.62 0.36 Crushed Stone 0.22 40 C + ~0%RH 3 0.0Type III -B 474.62 0.36 Crushed Stone 0.22 40 C + ~0%RH 7 -383.0Type III -B 474.62 0.36 Crushed Stone 0.22 40 C + ~0%RH 14 -540.6Type III -B 474.62 0.36 Crushed Stone 0.22 40 C + ~0%RH 28 -646.8Type III -B 474.62 0.36 Crushed Stone 0.22 40 C + ~0%RH 90 -778.8Type III -B 474.62 0.4 Crushed Stone 0.22 10 C - 50% RH 3 0.0Type III -B 474.62 0.4 Crushed Stone 0.22 10 C - 50% RH 7 -37.4Type III -B 474.62 0.4 Crushed Stone 0.22 10 C - 50% RH 14 -51.4Type III -B 474.62 0.4 Crushed Stone 0.22 10 C - 50% RH 28 -38.5Type III -B 474.62 0.4 Crushed Stone 0.22 10 C - 50% RH 90 -113.3Type III -B 474.62 0.4 Crushed Stone 0.22 20 C - 50% RH 3 0.0Type III -B 474.62 0.4 Crushed Stone 0.22 20 C - 50% RH 7 -281.4Type III -B 474.62 0.4 Crushed Stone 0.22 20 C - 50% RH 14 -402.8Type III -B 474.62 0.4 Crushed Stone 0.22 20 C - 50% RH 28 -590.8Type III -B 474.62 0.4 Crushed Stone 0.22 20 C - 50% RH 90 -655.0Type III -B 474.62 0.4 Crushed Stone 0.22 23 C - 97% RH 3 0.0Type III -B 474.62 0.4 Crushed Stone 0.22 23 C - 97% RH 7 -61.9Type III -B 474.62 0.4 Crushed Stone 0.22 23 C - 97% RH 14 1.2Type III -B 474.62 0.4 Crushed Stone 0.22 23 C - 97% RH 28 -49.0Type III -B 474.62 0.4 Crushed Stone 0.22 23 C - 97% RH 90 -33.9Type III -B 474.62 0.4 Crushed Stone 0.22 40 C + ~0%RH 3 0.0Type III -B 474.62 0.4 Crushed Stone 0.22 40 C + ~0%RH 7 -360.8Type III -B 474.62 0.4 Crushed Stone 0.22 40 C + ~0%RH 14 -506.7Type III -B 474.62 0.4 Crushed Stone 0.22 40 C + ~0%RH 28 -629.3Type III -B 474.62 0.4 Crushed Stone 0.22 40 C + ~0%RH 90 -742.6

156

Calcium Sulfoaluminate – A



volumeCuring Regime

Specimen Age

(days)

Average shrinkage

CSA-A 390.38 0.37 Rounded Gravel 0.18 10 C - 50% RH 3 0.0CSA-A 390.38 0.37 Rounded Gravel 0.18 10 C - 50% RH 7 -50.2CSA-A 390.38 0.37 Rounded Gravel 0.18 10 C - 50% RH 14 -58.4CSA-A 390.38 0.37 Rounded Gravel 0.18 10 C - 50% RH 28 -42.0CSA-A 390.38 0.37 Rounded Gravel 0.18 10 C - 50% RH 90 -51.4CSA-A 390.38 0.37 Rounded Gravel 0.18 20 C - 50% RH 3 0.0CSA-A 390.38 0.37 Rounded Gravel 0.18 20 C - 50% RH 7 -147.1CSA-A 390.38 0.37 Rounded Gravel 0.18 20 C - 50% RH 14 -217.2CSA-A 390.38 0.37 Rounded Gravel 0.18 20 C - 50% RH 28 -304.7CSA-A 390.38 0.37 Rounded Gravel 0.18 20 C - 50% RH 90 -370.1CSA-A 390.38 0.37 Rounded Gravel 0.18 23 C - 97% RH 3 0.0CSA-A 390.38 0.37 Rounded Gravel 0.18 23 C - 97% RH 7 -42.0CSA-A 390.38 0.37 Rounded Gravel 0.18 23 C - 97% RH 14 7.0CSA-A 390.38 0.37 Rounded Gravel 0.18 23 C - 97% RH 28 -24.5CSA-A 390.38 0.37 Rounded Gravel 0.18 23 C - 97% RH 90 23.4CSA-A 390.38 0.37 Rounded Gravel 0.18 40 C + ~0%RH 3 0.0CSA-A 390.38 0.37 Rounded Gravel 0.18 40 C + ~0%RH 7 -249.9CSA-A 390.38 0.37 Rounded Gravel 0.18 40 C + ~0%RH 14 -350.3CSA-A 390.38 0.37 Rounded Gravel 0.18 40 C + ~0%RH 28 -462.3CSA-A 390.38 0.37 Rounded Gravel 0.18 40 C + ~0%RH 90 -614.1CSA-A 390.38 0.41 Rounded Gravel 0.18 10 C - 50% RH 3 0.0CSA-A 390.38 0.41 Rounded Gravel 0.18 10 C - 50% RH 7 -44.4CSA-A 390.38 0.41 Rounded Gravel 0.18 10 C - 50% RH 14 -45.5CSA-A 390.38 0.41 Rounded Gravel 0.18 10 C - 50% RH 28 -43.2CSA-A 390.38 0.41 Rounded Gravel 0.18 10 C - 50% RH 90 -36.2CSA-A 390.38 0.41 Rounded Gravel 0.18 20 C - 50% RH 3 0.0CSA-A 390.38 0.41 Rounded Gravel 0.18 20 C - 50% RH 7 -147.1CSA-A 390.38 0.41 Rounded Gravel 0.18 20 C - 50% RH 14 -219.5CSA-A 390.38 0.41 Rounded Gravel 0.18 20 C - 50% RH 28 -318.7CSA-A 390.38 0.41 Rounded Gravel 0.18 20 C - 50% RH 90 -412.1CSA-A 390.38 0.41 Rounded Gravel 0.18 23 C - 97% RH 3 0.0CSA-A 390.38 0.41 Rounded Gravel 0.18 23 C - 97% RH 7 -31.5CSA-A 390.38 0.41 Rounded Gravel 0.18 23 C - 97% RH 14 -36.2CSA-A 390.38 0.41 Rounded Gravel 0.18 23 C - 97% RH 28 -23.4CSA-A 390.38 0.41 Rounded Gravel 0.18 23 C - 97% RH 90 45.5CSA-A 390.38 0.41 Rounded Gravel 0.18 40 C + ~0%RH 3 0.0CSA-A 390.38 0.41 Rounded Gravel 0.18 40 C + ~0%RH 7 -263.9CSA-A 390.38 0.41 Rounded Gravel 0.18 40 C + ~0%RH 14 -360.8CSA-A 390.38 0.41 Rounded Gravel 0.18 40 C + ~0%RH 28 -521.9CSA-A 390.38 0.41 Rounded Gravel 0.18 40 C + ~0%RH 90 -679.5

157




volumeCuring Regime

Specimen Age

(days)

Average shrinkage

CSA-B 415.29 0.37 Rounded Gravel 0.2 10 C - 50% RH 3 0.0CSA-B 415.29 0.37 Rounded Gravel 0.2 10 C - 50% RH 7 -108.6CSA-B 415.29 0.37 Rounded Gravel 0.2 10 C - 50% RH 14 -116.8CSA-B 415.29 0.37 Rounded Gravel 0.2 10 C - 50% RH 28 -135.4CSA-B 415.29 0.37 Rounded Gravel 0.2 10 C - 50% RH 90 11.7CSA-B 415.29 0.37 Rounded Gravel 0.2 20 C - 50% RH 3 0.0CSA-B 415.29 0.37 Rounded Gravel 0.2 20 C - 50% RH 7 -148.3CSA-B 415.29 0.37 Rounded Gravel 0.2 20 C - 50% RH 14 -228.8CSA-B 415.29 0.37 Rounded Gravel 0.2 20 C - 50% RH 28 -318.7CSA-B 415.29 0.37 Rounded Gravel 0.2 20 C - 50% RH 90 -340.9CSA-B 415.29 0.37 Rounded Gravel 0.2 23 C - 97% RH 3 0.0CSA-B 415.29 0.37 Rounded Gravel 0.2 23 C - 97% RH 7 -131.9CSA-B 415.29 0.37 Rounded Gravel 0.2 23 C - 97% RH 14 -227.7CSA-B 415.29 0.37 Rounded Gravel 0.2 23 C - 97% RH 28 -261.5CSA-B 415.29 0.37 Rounded Gravel 0.2 23 C - 97% RH 90 78.2CSA-B 415.29 0.37 Rounded Gravel 0.2 40 C + ~0%RH 3 0.0CSA-B 415.29 0.37 Rounded Gravel 0.2 40 C + ~0%RH 7 -287.2CSA-B 415.29 0.37 Rounded Gravel 0.2 40 C + ~0%RH 14 -392.3CSA-B 415.29 0.37 Rounded Gravel 0.2 40 C + ~0%RH 28 -495.0CSA-B 415.29 0.37 Rounded Gravel 0.2 40 C + ~0%RH 90 -665.5CSA-B 415.29 0.41 Rounded Gravel 0.2 10 C - 50% RH 3 0.0CSA-B 415.29 0.41 Rounded Gravel 0.2 10 C - 50% RH 7 -92.2CSA-B 415.29 0.41 Rounded Gravel 0.2 10 C - 50% RH 14 -113.3CSA-B 415.29 0.41 Rounded Gravel 0.2 10 C - 50% RH 28 -138.9CSA-B 415.29 0.41 Rounded Gravel 0.2 10 C - 50% RH 90 -138.9CSA-B 415.29 0.41 Rounded Gravel 0.2 20 C - 50% RH 3 0.0CSA-B 415.29 0.41 Rounded Gravel 0.2 20 C - 50% RH 14 -199.6CSA-B 415.29 0.41 Rounded Gravel 0.2 20 C - 50% RH 28 -291.9CSA-B 415.29 0.41 Rounded Gravel 0.2 20 C - 50% RH 90 -338.6CSA-B 415.29 0.41 Rounded Gravel 0.2 23 C - 97% RH 3 0.0CSA-B 415.29 0.41 Rounded Gravel 0.2 23 C - 97% RH 7 -128.4CSA-B 415.29 0.41 Rounded Gravel 0.2 23 C - 97% RH 14 -162.3CSA-B 415.29 0.41 Rounded Gravel 0.2 23 C - 97% RH 28 -209.0CSA-B 415.29 0.41 Rounded Gravel 0.2 23 C - 97% RH 90 -37.4CSA-B 415.29 0.41 Rounded Gravel 0.2 40 C + ~0%RH 3 0.0CSA-B 415.29 0.41 Rounded Gravel 0.2 40 C + ~0%RH 7 -163.5CSA-B 415.29 0.41 Rounded Gravel 0.2 40 C + ~0%RH 14 -237.0CSA-B 415.29 0.41 Rounded Gravel 0.2 40 C + ~0%RH 28 -368.9CSA-B 415.29 0.41 Rounded Gravel 0.2 40 C + ~0%RH 90 -509.0

158

Calcium Aluminate



volumeCuring Regime

Specimen Age

(days)

Average shrinkage

CA 390.38 0.32 Rounded Gravel 0.18 10 C - 50% RH 3 0.0CA 390.38 0.32 Rounded Gravel 0.18 10 C - 50% RH 7 -21.0CA 390.38 0.32 Rounded Gravel 0.18 10 C - 50% RH 14 -37.4CA 390.38 0.32 Rounded Gravel 0.18 10 C - 50% RH 28 -51.4CA 390.38 0.32 Rounded Gravel 0.18 10 C - 50% RH 90 -29.2CA 390.38 0.32 Rounded Gravel 0.18 20 C - 50% RH 3 0.0CA 390.38 0.32 Rounded Gravel 0.18 20 C - 50% RH 7 -210.2CA 390.38 0.32 Rounded Gravel 0.18 20 C - 50% RH 14 -326.9CA 390.38 0.32 Rounded Gravel 0.18 20 C - 50% RH 28 -418.0CA 390.38 0.32 Rounded Gravel 0.18 20 C - 50% RH 90 -443.7CA 390.38 0.32 Rounded Gravel 0.18 23 C - 97% RH 3 0.0CA 390.38 0.32 Rounded Gravel 0.18 23 C - 97% RH 7 43.2CA 390.38 0.32 Rounded Gravel 0.18 23 C - 97% RH 14 28.0CA 390.38 0.32 Rounded Gravel 0.18 23 C - 97% RH 28 59.5CA 390.38 0.32 Rounded Gravel 0.18 23 C - 97% RH 90 155.3CA 390.38 0.32 Rounded Gravel 0.18 40 C + ~0%RH 3 0.0CA 390.38 0.32 Rounded Gravel 0.18 40 C + ~0%RH 7 -131.9CA 390.38 0.32 Rounded Gravel 0.18 40 C + ~0%RH 14 -138.4CA 390.38 0.32 Rounded Gravel 0.18 40 C + ~0%RH 28 -192.6CA 390.38 0.32 Rounded Gravel 0.18 40 C + ~0%RH 90 -392.3CA 390.38 0.35 Rounded Gravel 0.18 10 C - 50% RH 3 0.0CA 390.38 0.35 Rounded Gravel 0.18 10 C - 50% RH 7 -26.9CA 390.38 0.35 Rounded Gravel 0.18 10 C - 50% RH 14 -54.9CA 390.38 0.35 Rounded Gravel 0.18 10 C - 50% RH 28 -51.4CA 390.38 0.35 Rounded Gravel 0.18 10 C - 50% RH 90 -17.5CA 390.38 0.35 Rounded Gravel 0.18 20 C - 50% RH 3 0.0CA 390.38 0.35 Rounded Gravel 0.18 20 C - 50% RH 7 -247.5CA 390.38 0.35 Rounded Gravel 0.18 20 C - 50% RH 14 -331.6CA 390.38 0.35 Rounded Gravel 0.18 20 C - 50% RH 28 -391.1CA 390.38 0.35 Rounded Gravel 0.18 20 C - 50% RH 90 -412.1CA 390.38 0.35 Rounded Gravel 0.18 23 C - 97% RH 3 0.0CA 390.38 0.35 Rounded Gravel 0.18 23 C - 97% RH 7 1.2CA 390.38 0.35 Rounded Gravel 0.18 23 C - 97% RH 14 -50.2CA 390.38 0.35 Rounded Gravel 0.18 23 C - 97% RH 28 33.9CA 390.38 0.35 Rounded Gravel 0.18 23 C - 97% RH 90 157.6CA 390.38 0.35 Rounded Gravel 0.18 40 C + ~0%RH 3 0.0CA 390.38 0.35 Rounded Gravel 0.18 40 C + ~0%RH 7 -218.3CA 390.38 0.35 Rounded Gravel 0.18 40 C + ~0%RH 14 -230.0CA 390.38 0.35 Rounded Gravel 0.18 40 C + ~0%RH 28 -195.0CA 390.38 0.35 Rounded Gravel 0.18 40 C + ~0%RH 90 -465.8

159

SHRINKAGE, CEMENT MORTAR

Type I/II Portland Cement Cement type W/C Curing Regime Specimen Age (days) Average shrinkage

Type I/II 0.42 10 C - 50% RH 3 0.0Type I/II 0.42 10 C - 50% RH 7Type I/II 0.42 10 C - 50% RH 14 -131.9Type I/II 0.42 10 C - 50% RH 28 -148.3Type I/II 0.42 10 C - 50% RH 90 -207.8Type I/II 0.42 20 C - 50% RH 3 0.0Type I/II 0.42 20 C - 50% RH 7Type I/II 0.42 20 C - 50% RH 14 -503.2Type I/II 0.42 20 C - 50% RH 28 -665.5Type I/II 0.42 20 C - 50% RH 90 -781.1Type I/II 0.42 23 C - 97% RH 3 0.0Type I/II 0.42 23 C - 97% RH 7Type I/II 0.42 23 C - 97% RH 14 -31.5Type I/II 0.42 23 C - 97% RH 28 -18.7Type I/II 0.42 23 C - 97% RH 90 3.5Type I/II 0.42 40 C + ~0%RH 3 0.0Type I/II 0.42 40 C + ~0%RH 7Type I/II 0.42 40 C + ~0%RH 14 -691.2Type I/II 0.42 40 C + ~0%RH 28 -699.4Type I/II 0.42 40 C + ~0%RH 90 -788.1Type I/II 0.46 10 C - 50% RH 3 0.0Type I/II 0.46 10 C - 50% RH 7Type I/II 0.46 10 C - 50% RH 14 -138.9Type I/II 0.46 10 C - 50% RH 28 -150.6Type I/II 0.46 10 C - 50% RH 90 -225.3Type I/II 0.46 20 C - 50% RH 3 0.0Type I/II 0.46 20 C - 50% RH 7Type I/II 0.46 20 C - 50% RH 14 -477.5Type I/II 0.46 20 C - 50% RH 28 -639.8Type I/II 0.46 20 C - 50% RH 90 -765.9Type I/II 0.46 23 C - 97% RH 3 0.0Type I/II 0.46 23 C - 97% RH 7Type I/II 0.46 23 C - 97% RH 14 -14.0Type I/II 0.46 23 C - 97% RH 28 -15.2Type I/II 0.46 23 C - 97% RH 90 -1.2Type I/II 0.46 40 C + ~0%RH 3 0.0Type I/II 0.46 40 C + ~0%RH 7Type I/II 0.46 40 C + ~0%RH 14 -753.1Type I/II 0.46 40 C + ~0%RH 28 -763.6Type I/II 0.46 40 C + ~0%RH 90 -847.6

160

Type III-A Portland Cement Cement type W/C Curing Regime Specimen Age (days) Average shrinkage

Type III-A 0.38 10 C - 50% RH 3 0.0Type III-A 0.38 10 C - 50% RH 7 -77.1Type III-A 0.38 10 C - 50% RH 14 -136.6Type III-A 0.38 10 C - 50% RH 28 -176.3Type III-A 0.38 10 C - 50% RH 90 -158.8Type III-A 0.38 20 C - 50% RH 3 0.0Type III-A 0.38 20 C - 50% RH 7 -347.9Type III-A 0.38 20 C - 50% RH 14 -542.9Type III-A 0.38 20 C - 50% RH 28 -762.4Type III-A 0.38 20 C - 50% RH 90 -845.3Type III-A 0.38 23 C - 97% RH 3 0.0Type III-A 0.38 23 C - 97% RH 7 -87.0Type III-A 0.38 23 C - 97% RH 14 -105.7Type III-A 0.38 23 C - 97% RH 28 -129.0Type III-A 0.38 23 C - 97% RH 90 -192.1Type III-A 0.38 40 C + ~0%RH 3 0.0Type III-A 0.38 40 C + ~0%RH 7 -601.3Type III-A 0.38 40 C + ~0%RH 14 -874.5Type III-A 0.38 40 C + ~0%RH 28 -955.0Type III-A 0.38 40 C + ~0%RH 90 -1027.4Type III-A 0.42 10 C - 50% RH 3 0.0Type III-A 0.42 10 C - 50% RH 7 -82.9Type III-A 0.42 10 C - 50% RH 14 -127.3Type III-A 0.42 10 C - 50% RH 28 -176.3Type III-A 0.42 10 C - 50% RH 90 -163.5Type III-A 0.42 20 C - 50% RH 3 0.0Type III-A 0.42 20 C - 50% RH 7 19.3Type III-A 0.42 20 C - 50% RH 14 -595.4Type III-A 0.42 20 C - 50% RH 28 -845.3Type III-A 0.42 20 C - 50% RH 90 -915.4Type III-A 0.42 23 C - 97% RH 3 0.0Type III-A 0.42 23 C - 97% RH 7 -98.1Type III-A 0.42 23 C - 97% RH 14 -171.6Type III-A 0.42 23 C - 97% RH 28 -302.4Type III-A 0.42 23 C - 97% RH 90 -110.9Type III-A 0.42 40 C + ~0%RH 3 0.0Type III-A 0.42 40 C + ~0%RH 7 -583.8Type III-A 0.42 40 C + ~0%RH 14 -871.0Type III-A 0.42 40 C + ~0%RH 28 -907.2Type III-A 0.42 40 C + ~0%RH 90 -995.9

161

Type III-B Portland Cement Cement type W/C Curing Regime Specimen Age (days) Average shrinkageType III -B 0.36 10 C - 50% RH 3 0.0Type III -B 0.36 10 C - 50% RH 7 -73.6Type III -B 0.36 10 C - 50% RH 14 -98.1Type III -B 0.36 10 C - 50% RH 28 -86.4Type III -B 0.36 10 C - 50% RH 90 -170.5Type III -B 0.36 20 C - 50% RH 3 0.0Type III -B 0.36 20 C - 50% RH 7 -428.5Type III -B 0.36 20 C - 50% RH 14 -665.5Type III -B 0.36 20 C - 50% RH 28 -709.9Type III -B 0.36 20 C - 50% RH 90 -829.0Type III -B 0.36 23 C - 97% RH 3 0.0Type III -B 0.36 23 C - 97% RH 7 -136.6Type III -B 0.36 23 C - 97% RH 14 -130.8Type III -B 0.36 23 C - 97% RH 28 -17.5Type III -B 0.36 23 C - 97% RH 90 21.0Type III -B 0.36 40 C + ~0%RH 3 0.0Type III -B 0.36 40 C + ~0%RH 7 -658.5Type III -B 0.36 40 C + ~0%RH 14 -916.5Type III -B 0.36 40 C + ~0%RH 28 -958.6Type III -B 0.36 40 C + ~0%RH 90 -1109.2Type III -B 0.4 10 C - 50% RH 3 0.0Type III -B 0.4 10 C - 50% RH 7 -81.7Type III -B 0.4 10 C - 50% RH 14 -129.6Type III -B 0.4 10 C - 50% RH 28 -92.2Type III -B 0.4 10 C - 50% RH 90 -207.8Type III -B 0.4 20 C - 50% RH 3 0.0Type III -B 0.4 20 C - 50% RH 7 -419.1Type III -B 0.4 20 C - 50% RH 14 -676.0Type III -B 0.4 20 C - 50% RH 28 -713.4Type III -B 0.4 20 C - 50% RH 90 -840.6Type III -B 0.4 23 C - 97% RH 3 0.0Type III -B 0.4 23 C - 97% RH 7 -165.8Type III -B 0.4 23 C - 97% RH 14 -171.6Type III -B 0.4 23 C - 97% RH 28 -10.5Type III -B 0.4 23 C - 97% RH 90 7.0Type III -B 0.4 40 C + ~0%RH 3 0.0Type III -B 0.4 40 C + ~0%RH 7 -698.2Type III -B 0.4 40 C + ~0%RH 14 -963.2Type III -B 0.4 40 C + ~0%RH 28 -1005.3Type III -B 0.4 40 C + ~0%RH 90 -1158.2

162

Calcium Sulfoaluminate – A Cement type W/C Curing Regime Specimen Age (days) Average shrinkage

CSA-A 0.37 10 C - 50% RH 3 0.0CSA-A 0.37 10 C - 50% RH 7 -23.4CSA-A 0.37 10 C - 50% RH 14 -74.7CSA-A 0.37 10 C - 50% RH 28 44.4CSA-A 0.37 10 C - 50% RH 90 47.9CSA-A 0.37 20 C - 50% RH 3 0.0CSA-A 0.37 20 C - 50% RH 7 -193.8CSA-A 0.37 20 C - 50% RH 14 -246.4CSA-A 0.37 20 C - 50% RH 28 -319.9CSA-A 0.37 20 C - 50% RH 90 -310.6CSA-A 0.37 23 C - 97% RH 3 0.0CSA-A 0.37 23 C - 97% RH 7 45.5CSA-A 0.37 23 C - 97% RH 14 12.8CSA-A 0.37 23 C - 97% RH 28 -22.2CSA-A 0.37 23 C - 97% RH 90 24.5CSA-A 0.37 40 C + ~0%RH 3 0.0CSA-A 0.37 40 C + ~0%RH 7 -204.3CSA-A 0.37 40 C + ~0%RH 14 -342.1CSA-A 0.37 40 C + ~0%RH 28 -520.7CSA-A 0.37 40 C + ~0%RH 90 -524.2CSA-A 0.41 10 C - 50% RH 3 0.0CSA-A 0.41 10 C - 50% RH 7 -24.5CSA-A 0.41 10 C - 50% RH 14 -39.7CSA-A 0.41 10 C - 50% RH 28 54.9CSA-A 0.41 10 C - 50% RH 90 63.0CSA-A 0.41 20 C - 50% RH 3 0.0CSA-A 0.41 20 C - 50% RH 7 -135.4CSA-A 0.41 20 C - 50% RH 14 -182.1CSA-A 0.41 20 C - 50% RH 28 -283.7CSA-A 0.41 20 C - 50% RH 90 -281.4CSA-A 0.41 23 C - 97% RH 3 0.0CSA-A 0.41 23 C - 97% RH 7 56.0CSA-A 0.41 23 C - 97% RH 14 -2.3CSA-A 0.41 23 C - 97% RH 28 119.1CSA-A 0.41 23 C - 97% RH 90 105.1CSA-A 0.41 40 C + ~0%RH 3 0.0CSA-A 0.41 40 C + ~0%RH 7 -181.0CSA-A 0.41 40 C + ~0%RH 14 -289.6CSA-A 0.41 40 C + ~0%RH 28 -497.4CSA-A 0.41 40 C + ~0%RH 90 -489.2

163

Calcium Sulfoaluminate – B Cement type W/C Curing Regime Specimen Age (days) Average shrinkage

CSA-B 0.37 10 C - 50% RH 3 0.0CSA-B 0.37 10 C - 50% RH 7 -108.6CSA-B 0.37 10 C - 50% RH 14 -96.3CSA-B 0.37 10 C - 50% RH 28 -106.8CSA-B 0.37 10 C - 50% RH 90 -169.9CSA-B 0.37 20 C - 50% RH 3 0.0CSA-B 0.37 20 C - 50% RH 7 -141.9CSA-B 0.37 20 C - 50% RH 14 -204.3CSA-B 0.37 20 C - 50% RH 28 -273.2CSA-B 0.37 20 C - 50% RH 90 -392.3CSA-B 0.37 23 C - 97% RH 3 0.0CSA-B 0.37 23 C - 97% RH 7 -99.2CSA-B 0.37 23 C - 97% RH 14 -106.2CSA-B 0.37 23 C - 97% RH 28 -23.4CSA-B 0.37 23 C - 97% RH 90 -78.2CSA-B 0.37 40 C + ~0%RH 3 0.0CSA-B 0.37 40 C + ~0%RH 7 -274.4CSA-B 0.37 40 C + ~0%RH 14 -354.9CSA-B 0.37 40 C + ~0%RH 28 -451.8CSA-B 0.37 40 C + ~0%RH 90 -616.5CSA-B 0.41 10 C - 50% RH 3 0.0CSA-B 0.41 10 C - 50% RH 7 -50.2CSA-B 0.41 10 C - 50% RH 14 -47.9CSA-B 0.41 10 C - 50% RH 28 -70.1CSA-B 0.41 10 C - 50% RH 90 -91.1CSA-B 0.41 20 C - 50% RH 3 0.0CSA-B 0.41 20 C - 50% RH 7 -131.9CSA-B 0.41 20 C - 50% RH 14 -209.0

CSA-B 0.41 20 C - 50% RH 28 -287.2CSA-B 0.41 20 C - 50% RH 90 -288.4CSA-B 0.41 23 C - 97% RH 3 0.0CSA-B 0.41 23 C - 97% RH 7 -115.6CSA-B 0.41 23 C - 97% RH 14 -99.8CSA-B 0.41 23 C - 97% RH 28 -134.9CSA-B 0.41 23 C - 97% RH 90 -15.8CSA-B 0.41 40 C + ~0%RH 3 0.0CSA-B 0.41 40 C + ~0%RH 7 -304.7CSA-B 0.41 40 C + ~0%RH 14 -349.1CSA-B 0.41 40 C + ~0%RH 28 -426.2CSA-B 0.41 40 C + ~0%RH 90 -144.8

164

Calcium Aluminate Cement type W/C Curing Regime Specimen Age (days) Average shrinkage

CA 0.32 10 C - 50% RH 3 0.0CA 0.32 10 C - 50% RH 7 -85.2CA 0.32 10 C - 50% RH 14 -94.6CA 0.32 10 C - 50% RH 28 -57.2CA 0.32 10 C - 50% RH 90 9.3CA 0.32 20 C - 50% RH 3 0.0CA 0.32 20 C - 50% RH 7 -601.3CA 0.32 20 C - 50% RH 14 -809.1CA 0.32 20 C - 50% RH 28 -939.9CA 0.32 20 C - 50% RH 90 -1074.1CA 0.32 23 C - 97% RH 3 0.0CA 0.32 23 C - 97% RH 7 -178.6CA 0.32 23 C - 97% RH 14 -176.3CA 0.32 23 C - 97% RH 28 -38.5CA 0.32 23 C - 97% RH 90 30.4CA 0.32 40 C + ~0%RH 3 0.0CA 0.32 40 C + ~0%RH 7 -729.7CA 0.32 40 C + ~0%RH 14 -987.7CA 0.32 40 C + ~0%RH 28 -1109.2CA 0.32 40 C + ~0%RH 90 -1171.6CA 0.35 10 C - 50% RH 3 0.0CA 0.35 10 C - 50% RH 7 -112.1CA 0.35 10 C - 50% RH 14 -156.5CA 0.35 10 C - 50% RH 28 -127.3CA 0.35 10 C - 50% RH 90 -22.8CA 0.35 20 C - 50% RH 3 0.0CA 0.35 20 C - 50% RH 7 -713.4CA 0.35 20 C - 50% RH 14 -937.5CA 0.35 20 C - 50% RH 28 -1108.0CA 0.35 20 C - 50% RH 90 -1292.5CA 0.35 23 C - 97% RH 3 0.0CA 0.35 23 C - 97% RH 7 -135.4CA 0.35 23 C - 97% RH 14 -177.5CA 0.35 23 C - 97% RH 28 2.3CA 0.35 23 C - 97% RH 90 144.8CA 0.35 40 C + ~0%RH 3 0.0CA 0.35 40 C + ~0%RH 7 -826.6CA 0.35 40 C + ~0%RH 14 -1091.1CA 0.35 40 C + ~0%RH 28 -1231.2CA 0.35 40 C + ~0%RH 90 -1465.8

165

166

APPENDIX D – CALTRANS FAST SETTING HYDRAULIC CEMENT SPECIFICATIONS OF 1998

From: Notice to Contractors and Special Provisions for Construction on State Highway in Los Angeles County Near Palmdale from 0.3 km North of Vincent Ramp Undercrossing to 2.0 km South of California Aqueduct Bridge, District 7, Route 14.

167

168

169

Documents

› PDF › Goal 4 Lab Strength.pdf Goal 4 – Long Life Pavement Rehabilitation Strategies ...Laboratory Strength, Shrinkage, and Thermal Expansion of Hydraulic Cement Concrete Mixes